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Resolution No. 2013-031 (5)
Intersection Turning Movement Prepared by: National Data & Surveying Services Prejecl ID: CA12_5403_000 Day: TUESDAY City: CRY of Vernon Date: 10/16/2012 NL NT NR SL ST SR EL ET ER WL - Wr WR TOTAL LANES: 1 2 0 1 2 0 1 2 0 1 2 0 7:00 AM 4 209 8 16 156 18 10 51 10 21 105 32 640 7:15 AM 3 205 13 21 174 10 29 55 4 27 134 30 705 7:30 AM 17 239 13 22 172 9 20 58 1 16 120 37 724 7:45 AM 17 227 12 22 133 25 17 48 6 24 135 33 699 8:00 AM 5 230 3 20 159 18 11 44 - 1 11 50 12 564 8:15 AM 9 167 5 31 195 30 30 39 4 28 102 29 649 8:30 AM 6 196 6 23 175 19 19 47 2 29 97 33 652 8:45 AM 6 152 6 23 103 29 5 30 2 - 25 106 25 592 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 67 1625 66 178 1347 158 121 372 30 161 849 231 - 5225 APPROACH WE : 3.81% 92.43% 3.75% 10.58% 60.04% 9.39% 23.14% 71.13% 5.74% 14.35% 67.33% 18.32% CONTROL : Signalized NL NT NR SL ST SR EL ET ER WL Wi WR TOTAL LANES: 1 2 0 1 2 0 1- . 2 0 1 2 0 4:00 PM 10 158 12 28 242 12 18 99 12 21 90 22 724 4:15 PM 6 137 12 32 245 8 16 66 6 24 50 15 617 4:30 PM 6 182 29 31 245 16 15 109 8 18 59 24 742 4AS PM 2 153 17 29 289 10 14 79 9 15 64 18 699 5:00 PM 5 174 22 31 266 16 34 115 11 16 79 34 803 5:15 PM 6 165 25 33 269 17 21 81 IS 13 79 22 746 5:30 PM 3 142 21 33 254 14 17 114 - 8 8 62 29 705 5:45 PM 3 129 25 31 282 12 9 72 3 13 52 12 643 nn eL JI DK CL tl tK WL WT WR TOTA TOTAL VOLUMES : ql 1240 163 24B 2092 105 14q - 735 72 12LS 535 176 5679 APPROACH %'a : 2.84% 85.87% 11.29% l0.14 85.56% 4.29% 15.14% 77.29% 7.57% 15.26% 63.77% 20.98% CONTROL : Slgnallzed Intersection Turning Movement Prepered by: National Data & Surveying Services Project ID: CA12 5403 009 Day: TUESDAY City: City of Vernon Date: 10/16/2012 NL NT NR SL Sf SR EL ET ER WL wr - WR TOTAL LANES:. 1 2 0 1 2 0 1 1 0 1 1 0 7:00 AM 20 171 6 11 122 28 30 34 10 4 67 22 525 7:15 AM 24 186 8 9 156 47 22 29 10 6 51 17 565 7:30 AM 26 238 4 9 132 41 20 43 2 5 70 24 614 7:45 AM 23 185 10 12 101 41 26 32 5 6 55 16 512 8:00 AM 16 189 3 14 120 55 17 36 6 11 59 17 543 8:15 AM 26 14D 4 17 126 69 to 36 5 12 65 Il 529 8:30 AM 15 187 1 20 129 75 18 30 22 4 44 21 566 8:45 AM 21 131 3 14 125 63 16 33 11 7 52 11 487 TOTAL VOLUMES :I 171 1427 39 I 106 loll 419 I 167 273 71 I 55 463 139 I 4341 APPROACH %'a : 10.15% 87.17% 2.3801. 6.90% 65.82% 27.28% 32.68% 53.42% 13.89% 8.37% 70.47% 21.16% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA12_5403 009 Day: TUESDAY City: city or Vernon Date:-10/16/2012 NS/EW Streetsa NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 2 0 1 2 0 1 1 0 1 1 0 4:00 PM 14 124 1 17 239 30 32 60 14 11 55 14 611 4:15 PM 7 125 2 22 226 19 26 54 6 5 44 11 547 4:30 PM 13 141 8 22 207 21 SD 96 18 8 55 9 648 4:45 PM 7 120 , 8 21 258 27 37 73 8 4 40 13 616 5:00 PM 16 148 12 19 248 21 47 109 14 11 42 18 705 5:15 PM 15 135 8 24 249 24 35 57 9 2 32 12 602 5:30 PM 3 116 10 30 229 24 41 81 30 5 30 6 585 5:45 PM 5 105 6 20 223 22 41 59 12 4 34 10 541 m rvl IY1l JL DI JK CL CI CK WL I YYtt IUINI TOTAL VOLUMES : 80 - 1014 55 175 1879 188 309 589. 91 SD 332 93 4855 APPROACH Wa : 6.96% 88.25% 4.79% 7.81% 83.81% B.39% 31.24% 59.56% 9.20% 10.53% 69.89% 19.50% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services ProjectID: CA12_5403 010 - Day: TUESDAY City: City of Vemon Date: 10/15/2012 NL NT NR SL ST SR EL ET ER WL WI' WR TOTAL LANES: 1 2 0 1 2 0 1 2 0 1 2 0 7:00 AM 50 197 35 5 60 4 5 145 26 47 216 15 805 7:15 AM_ 58 239 51 4 58 5 13 172 24 35 224 11 904 7:30 AM 66 239 61 8 43 5 15 182 38 47 217 11 932 7:45 AM 86 218 71 4 31 6 17 163 38 45 207 11 917 8:00 AM 60 213 52 3 30 6 14 151 29 54 211 12 835 8:15 AM 61 212 52 4 32 2 20 137 23 40 195 6 784 8:30 AM 49 130 49 3 24 3 12 140 19 39 171 13 652 .. 8:45 AM 34 89 36 6 32 4 20 169 16 38 210 9 663 m ni Z 3L JI nK tL tl tK WL WT WR TOTAI TOTAL VOLUMES : 474 1537 407 37 310 35 116 1279 213 34LS 1551 88 6492 APPROACH %'a : 19.60% 63.56% 16.83% 9.69% 81.15% 9.16% 7.21% 79.54% 13.25% 16.55% 79.22% 4.22% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CAILS403_010 Day: TUESDAY City: City of Vernon Date: 10/16/2012 NIL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 2 0 1 2 0 1 2 0 1 2 0 4:00 PM 28 63 25 16 167 16 9 228 43 68 207 4 674 4:15 PM 32 44 36 13 141 6 7 225 55 59 185 7 810 4:30 PM 31 62 41 18 164 16 9 233 43 56 199 6 878 4:45 PM 35 55 31 8 182 8 8 209 64 48 210 6 864 5:00 PM 39 54 27 20 196 5 8 214 46 76 227 3 905 5:15 PM 27 53 23 19 229 13 5 204 66 68 219 8 934 5:30 PM 45 55 39 16 217 9 8 191 51 63 170 6 870 5:45 PM 25 50 31 6 171 6 5 223 6B 65 16B 9 829 TOTAL VOLUMES :I 262 436 253 I 108 1467 79 I 59 1727 436 I 503 1585 99 I 6964 APPROACH We : 27.55% 45.85% 26.60% 6.53% 88.69% 4.78% 2.66% 77.72% 19.62% 23.54% 74.17% 2.29% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services ProjectlD: CA12 5403 011 Day: TUESDAY City: City of Vernon Date: 10/16/2012 LANES: NL 1 NT 1.5 NR SL ST SR EL ET ER WL WT WR TOTAL .5 1 1.5 .5 1 2 1 1 2 0 7:00 AM 56 212 7 10 127 36 20 24 33 17 128 19 679- 7:15 AM 7:30 AM 57 63 231 236 7 8 8 130 69 38 - 20 25 20 146 15 766 7:45 AM 34 231 7 7 153 54 32 26 .30 18 158 23 818 8:00 AM 45 262 14 9 11 199 174 39 36 - 32 29 37 25 49 21 133 31 822 8:15 AM 47 192 9 12 162 50 30 32 29 28 20 16 94 112 18 21 757 711 8:30 AM 8:95 51 171 9 6 129 40 31 35 29 10 111 22 647 . AM 52 141 6 8 164 46 32 27 29 24 115 27 671 n� Ni NR SL ST SR EL ET ER WL WT WR TOTA TOTAL VOLUMES ; 905 1676 67 71 1238 380 244 226 252 I41 1000 171 5871 APPROACH Wo ; 28.85% 78.03% 3.12% 4.20% 73.30% 22.50% 33.80% 31.30% 34.90% 10.75% 76.22% 13.03% CONTROL : Signalized Intersection Turning Movement Propered by: National Data & Surveying Services Project ID: CA12 5403_011 - Day: TUESDAY City: City of Vernon Date: 10/16/2012 LANES: NL 1 NT NR SL ST SR EL ET ER WL WT WR TOTAL 1.5 .5 1 1.5 .5 1 2 1 1 2 0 4:00 PM 42 204 18 17 205 49 48 143 62 21 56 12 877 4:15 PM 27 177 5 25 176 44 55 160 58 16 49 17 809 4:30 PM 28 199 23 21 205 67 57 154 58 10 43 5 870 4:45 PM 40- 225 16 14 173 29 44 134 59 14 49 13 810 5:00 PM 35 270 16 29 226 58 48 151 73 8 57 5 976 5:15 PM 29 195 18 32 267 51 36 159 69 7 58 5 926 5:30 PM 33 171 17 23 259 51 42 199 84 4 42 8 933 5:45 PM 35 202 22 25 212 28 46 179 64 10 83 12 918 TOTALVOLUMES : NL 269 NT 1643 NR 135 SL 186 ST 1723 SR 377 EL 376 ET ER WL WT WR TOTAL APPROACH Ws : 13.14% 80.26% 6.60% 8.14% 75.37% 16.49% 17.23% 1279 58.62% 527 24.15% 90 14.90% 437 72.35% 77 12.75% 7119 CONTROL t Signalized North/South Street: Downey Road East/West Street: Bandini Boulevard Counter: Counts Unlimited Date: 02/22/12 KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Morning Peak Hour Time Classiflwtion Northbound Southbound Eastbound Westbound Left Through ' Right Left Through Right Left Through Right Left ThroughThroughl Right 7:00AM Cars 13 - 193 16 10 126 27 11 46 8 42 250 19 2-Axle Truck 0 9 1 2 2 0 0 D 1 4 5 2 3-Axle Truck 0 2 i 1 1 3 1 2 1 1 3 0 4-Axle Truck 0 0 0 0 0 0 1 1 0 0 0 0 5-Axle Truck+ D 1 5 1 5 0 0 11 0 4 9 2 7:25 AM Cars 6 209 14 6 129 38 9 40 5. 37 153 22 2-Axle Truck 1 11 5 1 5 2 1 4 2 3 3 4 3-Axle Truck 0 1 2 0 0 2 0 4 2 1 1 0 4-Axle Truck 0 0 0 1 0 2 D. 0 0 1 0 0 5-Axle Truck+ 1 1 7 0 3 2 1 ID 1 2 4 1 7:30 AM Cars 11 210 28 12 112 40 15 49 13 31 249 39 2-Axle Truck 0 10 2 1 11 0 0 4 4 4 5 2 3-Axle Truck - 0 1 0 1 2 D 3 2 0 0 1 2 4-Axle Truck 0 0- 0 0 0 0 0 0 0 0 D 0 5-Axle Truck+ 2 3 5 0 3 ] 0 10 0 7 12 0 7:45 AM Cars 14 195 20 18 98 48 5 49 5 23 199 34 2-Axle Truck 0 18 1 1 3 1 1 7 D 5 11 2 3-Axle Truck 0 0 3 0 1 0 1 2 1 1 0 3 4-Axle Truck 0 0 0 1 0 2 0 1 0 0 0 0 S-Axle Truck 4 3 4 1 4 2 0 10 3 2 12 0 8:001 AM Cars 8 167 13 4 114 27 8 50 4 46 172 24 _ bAxle Truck 2 12 0 4 4 3 2 6 3 2 5 6 3-Axle Truck 0 - 1 0 D 0 0 1 1 0 1 1 1 4-Axle Truck 0 1 0 0 0 0 2 1 0 0 2 0 5-Axle Truck 1 3 5 0 2 2 1 8 2 1 30 1 9:15 AM Cars 14 167 10 11 222 33 5 26 7 30 135 34 2-Axle Truck 0 14 2 2 1 3 1 3 2 3 5 5 3-Axle Truck 0 1 0 2 1 0 0 2 0 0 2 0 4-Axle Truck 0 2 0 3 1 1 0 1 0 0 0 0 S-Axle Truck+ 1 3 3 2 6 1 3 4 1 3 12 3 8:30 AM Can 14 252 8 11 101 32 7 43 9 41 140 42 2-Axle Truck 5 13 2 2 8 1 0 9 2 3 5 2 3-Axle Truck 1 1 1 0 2 0 0 4 0 3 3 3 4-Axle Truck 0 0 1 0 0 0 1 0 0 0 0 0 5-Axle Truck+ 1 4 2 0 4 1 0 7 4 4 10 1 8:45 AM 12-Axle Cars 8 132 5 13 102 24 7 31 13 35 125 34 Truck 2 17 2 2 10 3 2 ID 2 3 11 3 3-Axle Truck 0 1 3 f 1 0 1 0 0 2 1 1 1 0 4-Axle Truck 0 0 I 0, 0 0 1 0 0 0 0 0 0 5-Axle Truck+ - 4 2 6 0 6 3 2 13 3 3 23 1 Total - Cars 08 2,425 114 85 884 269 67 334 64 286 1223 248 2-Axle Truck 1015 IS 15 44 13 7 43 i6 27 50 26 3-Axle Truck 1 10 8 4 8 5 6 29- 5 a 12 9 4-Axle Truck 0 2 1 5 1 6 4 4 0 1 2 0 5-Axle Truck+ 14 '20 37 4 33 13 7 73 14 26 82 9 Total 113 1561 175 113 970 306 - 92 473 99 348 1369 292 Peak Hour Volumes 50 846 109 51 1 481 1 273 50 1 256 1 45 267 1 740 1 1q1 Peek Hour Factor 0.924 0.958 D.883 0.697 KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT North/South Street: Downey Road East/West Street: Bandlnl Boulevard Counter: Counts Unlimited - Fvanino Ona4 u,.,�. Time Classification Northbound eSouthbound Eastbound Westbound Leh Through Right Left Throu h RI ht Left Throu h Right Left Through Right 4:00 PM Can 10 204 37 32 175 15 38 � 124 20 30' 54 21 2-Axle Truck 2 8 3 5 13 2 5 8 1 6 10 0 3-Axle Truck 0 1 0 1 2 0 2 3 0 1 4 1 4-Axle Truck 0 0 0 .0 0 0 0 0 3 0 D D 5-Axle Truck+ 0 4 1 1 4 1 2 10 1 0 9 1 4:15 PM Can 3 171 50 43 223 13 29 116 20 19 47 20 2-Axle Truck 0- 9 6 3 12 1 3 4 3 11 2 3-Axle Truck 0 0 D 0 0 0 1 3 1 0 2 1 4-Axle Truck 0 2 0 0 0 1 0 1 2 0 D 0 5-Axle Truck+' 3 7 4 2 2. 2 0 10 1 1 10 0 4:30 PM Cars 10 206 61 30 189 23 . 19 142 24 31 48 21 ' 2-Axle Truck 3 5 2 3 14 5 3 6 4 0 6 2 3-Axle Truck 0 2 0 0 2 1 0 2 0 0 1 1 4-Axle Truck 1 0 0 0 0 1 0 0 0 0 3 0 5•ARle Truck+ 1 1-1 0 1 1 0 D 6 1 3 15 1 4A5 PM Cars 5 187 40 43 234 21 26 131 17 20 85 16 2-Axle Truck 0 4 q 5 5 1 1 5 1 2 6 1 3-Axle Truck 0 0 0- 1 1 2 0 0 0 D 3 0 4•Axle Truck 0 0 0 0 0 1 0 2 0 D 0 0 $•Axle Truck + 1 3 2 0 4 2 1 9- 3 2 5 0 5:00 PM Cars 7 208 48 5o 245 17 31 136 42 29 64 25 2-Axle Truck 0 4 2 4 4 D 1 4 1 1 3 1 3•Axle Truck 0 1 0 4 0 0 1 0 0 1 2 1 4-Axle Truck 0 0 0 0 0 0 0 1 0 0 0 0 5-IWe Truck+ 2 3 3 0 3 0 - 1 6 0 3 a 0 5:15 PM Icars B 212 50 38 250 1 19 39 154 50 Be 61 1B 2-Axle Truck 1 5 3 2 3 0 2- 3 2 0 3 0 • 3-Axle Truck 0 1 2 1 2 3 0 0 0 0 1' 0 4-Axle Truck 0 D 0 0 0 0 0 1 0 0- 0 0 5-Axle Truck+ 2 1 1 0. 1 1 2 7' 2 0 7 0 53D PM Cars 13 177 96 5] 251 19 e0 143 39 50 51 19 2-Axle Truck 2 5 2 1 7 1 0 4 0 2 1- 1 3-Axle Truck 0 0 1 1 0 0 0 0 0 0 2. 0 - 4-Axle Truck 0 0 0 0 - 0 0 0 1 0 0 0 0 S-Axle Truck+ 1 2 2 1 2 2 0 2 0 0 6 1 5:45 PM Cars 14 223 44 46 251 19 33 141 70 32 74 16 - 2-Axle Truck 0 0 0 0 0 0 0 0 0 0 3-Axle Truck 0 0 0 0 0 0 0 0 0 0 4-Axle Truck 0 0 0 0 0 0 0 0 2 0 S-Axle Truck+ 0 1 0 0 3 0 0 0 6 0 Total Cars 70 1588 376 333 1818 146 2155512,087 282 249 484 156 2-Axle Truck 8 40 22 23 58 10 13 14 40 7 3-Axle Truck 0 5 3 8 7 6 1 2 15 4 4-Axle $•Axle Total Truck 1 2 0 0 0 3 5 0 5 0 Truck+ 10 22 13 5 20 B 7 9 1 66 3 89 1657 414 1 369 1903 173 280 1 1198 308 1 274 1 620 1 170 Intersection Turning Movement Prepared by: - National Data & Surveying Services Project ID: CA12 5403_012 Day: TUESDAY City: City of Vernon Date: 10/16/2012 NS/EW Streets: NIL NT NR. SL ST ' SR EL ET ER WL WT WR TOTAL LANES: 1 ,5 .5 1 .5 ,5 1 2 0 0 2 0 7:00 AM 0 3 3 47 6 39 12 148 0 1 240 109 608 7:15 AM 2 5 2 35 9 25 24 165 4 0 280 126 677 7:30 AM, 2 3 3 35 13 27 26 195 4 0 . 300 118 726 7:15 AM 0 7 1 25 10 21 25 183 8 0 279 109 668 _ 8:00 AM 4 5 2 36 10 20 26 160 4 0 275 102 644 B:15 AM 0 2 4 31 6 26 27 150 - 4 0 211 83 546 8:30 AM 0 4 2 39 10 24 20 132 2 0 248 87 568 8:45 AM 1 6 1 33 8 34 33 162 4 0 257 70 609 m rvi nn x si 5" EL ET ER WL WT WR TOTAI TOTAL VOLUMES : 9 35 IB 2B1 72 .211 193 1295 30 1 2090 604 5046 APPROACH %'a : 14.52% 56.45% 29.03% 49.21% 12.61% 38.18% 12.71% 85.31% 2.98°h 0.03% 72.19% 27.77% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA12_5403_012 Day: TUESDAY City: City of Vemon Date: 10/16/2012 PM NS/EW Streets: NORTHBOUND SORTHBOUND EASTBOUND WESTBOUND NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 .5 .5 1 .5 .5 1 2 0 0 2 0 4:00 PM 7 15 21 100 5 46 29 267 3 0 191 33 717 4:15 PM 2 9 11 103 4 44 34 241 1 0 173 41 - 663 4:30 PM 4 8 10 89 3 32 32 311 1 0 189 43 722 4:45 PM 3 8 8 98 9 44 29 256 1 0 214 28 693 5:00 PM B 8 16 112 6 47 18 263 2 0 211 43 734 5:15 PM 3 5 11 99 12 35 33 238 0 0 215 39 690 5:30 PM 5 7 8 138- 1 41 33 271 1 1 196 33 715 5:45 PM 3 7 3 126 2 40 23 243 1 1 174 35 658 ' NL NT - NR SL ST SR EL - ET ER WL WT WR TOTAL TOTAL VOLUMES : 35 67 Be 845 37 329 231 - 2090 10 2 1563 295 5592 APPROACH %'a : 18.42% 35.26% 46.321,E 69.78% 3.06% 27.17°/n 9.91% 89.66% 0.43% 0.11% 84.03% 15.86% CONTROL : Signalized North/South Street: Atlantic Boulevard East/Wesi Street: Bendinl Boulevard Counter: Counts Unlimited Date: 02/22/11 KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Mnrnino Pooh Iln„r Time 7:00 AM Clessl8catlon Can' Northbound Southbound Eastbound y estbovnd Leh 34 Through 178 Right 234 Leh 2 Through 151 Right 135 Left 26 Through B5 Right 23 Lek 29 Through 1 47 Right 36 2-Axle Truck 0 6 6 0 7 5 0- 5 4 6 0 6 _ 3-Axle Truck 1 1 q 0 6 4 4 0 0 4 1 4 4-Axle Truck 0 0 I 1 0 0 1 1 0 1 0 2 5-Axle Truck+ 1 5. 13 1 4 4 19 6 9 15 4 13 7:15 AM Cars IS 369 246 q 132 180 45 127 25 32 53 29 2-Axle Truck 2 6 7 2 11 4 2 5 4- 0 5 7 - 3-Axle Truck 0 2 7 0 1 S 1 5 2 2 0 3 q-Axle Truck 0 0 2 0 0 0 1' 0 0 0 0 1 5-Axle Truck+ 0 6 7 0 q 6 10 - 8 9 11 2 T9 7:30AM Cars 21 145 276 1 348 184 21 99 22- 28 53 21 2-Axle Truck 1 6 12 1 9 5 3 5 2 6 5 0 3-Azle Truck 0 1 10 D 1 2 1 3 2 4 3 2 q-Axle Truck 0 0 2 0 0 0 0 0 0 2 0 1 5-Axle Truck+ 0 8 IS 0 6 9 10 10 8 35 3 7 7:45 AM Cars 18 129 282 7 127 247 23 143 7 25 49 15 2•ARle Truck - 0 5 7 0 SO 7 3 6 7 5 5 2 3-Axle Truck 0 3 8 0 6 5 1 2 2 5 2 1 4-Axle Truck 0 0 1 3 2 0 0 0 1 1 0 1 5-Axle Truck+ 0 1 9 0 7 15 7 9 72 - 9 4 10 8:00 AM Cars 14 101 217 8 160 193 20 81 14 34 57 25 2-Axle Truck 2 5 11 D 14 8 5' 8 3 2 4- 5 3-Axle Truck 0 2 12 0 -q 3 0 1 1 3 1 3 4-Axle Truck 0 1 0 4 1 1 0 0 1 1 1 0 0 5-Axle Truck+ 0 8 15 0 9 7 13 12 7 12 4 9 0:15 AM Cars 13 1 121 226 7 238 164 26 104 28 16 61 29 . 2-Axle Truck D 2 11 0 8 10 10 6 0 8 2 3 3-Axle Truck 0 0 77 0 8 8 D 3 0 4 q 1 4•Axle Truck 0 0 2 00 0 0 1 0 2 0 1 $-Axle Truck + 1 3 22 0 31 7 9 6 8 25 3 9 8:30AM Cars 20 114 210 4 254 142 20 57 21 18. 73 28 2-Axle Truck' 1 5 10 0 8 6 4 13 3 3 2 1 3-Axle Truck 0 1 12 1 2 7- 1 3 1 5 0 3 4•Axie Truck 0 1 1 0 0 0 1 0 0 2 3 0 $-Axle Truck + 0 8 22 1 5 8 15 7 6 10 3 7 8:45 AM Cars 22 96 157 4 122 124 19 91 15 30 52 32 2-AxleTruck 1 4 12 1 12 9- 4 70 3 7 5 4 3-Axle Truck 0 1 7 0 1 6 1 5 0 2 1 0 ' 4-Axle Truck 0 0 0 0 D 0 0 1 0 1 0 1 S-Axle Truck+ 0 f 6 20 D 6 13 12 12 10 14 1 4 Total Cars 157 1043 1848 37 1121 1269 200 787 155 212 44S 219 4-Axle 2-Anle7ruck 7 39 76 4 79 54 31 58 26 37 28 28 3-Axle Truck 1 11 77 1 29 40 9 22 B 29 32 17 Truck 0 1 13 5 3 0 3 4 2 10 3 7 5-Axle Truck+ 2 45 123 '2 52 69 95 70 G9 101 24 fib Total 167 1139 2137 49 1284 1432 338 941 260 389 512 335 North/South Street: Atlantic Boulevard East/West Street: Bandlni Boulevard Counter: Court Unlimited Date: D2/22/12 KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Evening Peak Hour Time Classification Northbound Southbound Eastbound Westbound Left 7Thl..JhFRIht Left Throughl Right Left Through Right Leh ThroughThroughl RI ht 4:ODPM Cars 7 386 1 267 6 220 30 85 130 58 74 44 122 2-Axle Truck 0 4 11 0 16 4 2 14 2 1 3 0 3-Axle Truck 0 1 3 0 1 7 1 0 0 6 3 3 4-Axle Truck 0 0 0 1 1 0 0 0 1 0 0 0 $-Axle Truck+ 0 3 34 0 5 12 2 11 10 10 1 4' 4:15 PM Cars B 162 174 q 272 32 75 141 76 49 26 - 87 ruck 0 2 35 0 11 9 5 1D 3 2 2 1 uck 2 1 1 1 4 8 2 0 0 3- 0 2 ruck 0 0 3 0 0 1 0 0 2 1 0 1 Truck 2 3 30 0 7 '21 8 9 19 6 2 9 4:30 PM 12-AxleTruck 13 173 257 4 226 50 124 124 76 51 32 125 uck 047 3 12 5 2 15 1 4 5 4 uck 0 0 1 0 1 5 3 0 4 3 0 1 uck D 0 1 0 0 2 1 0 3 0 1 0 5-Axle Truck + 0 3 26 0 2 10 9 6 9 10 2 4 4:45 PM Cars 15 - 184 295 10 222 38 72 124 69 74 30 118 2-Axle Truck - 0 3 9 0 a 4 5 a 2 3 0 0 3-Axle Truck 0 0 4 2 2 4 0 1. 1 1 1. 3 4-Axle Truck 1 0 1 0 D 1 0 0 2 0 0 0 5-Axle Truck 1 q 26 0 9 5 - 3 7 5 6 1 3 5:00 PM Cars 10 193 167 3 249 46 96 114 111 67 3B 110 2-Axle Truck 0 6 3 0 33' - 4 2 10 2 6 1 2 . 3-Axle Truck 0 0 5 0 2 6 0 0 1 1 2 0 4-Axle Truck 0 0 1 0 1 1 0 0 2 0 1 0 5-Axle Truck+ 0 5 26 1 7 3 6 8 15 3 2 6 5:15 PM Cars 33 128 244 11 256 57 117 152 93 4D 32 90 2-Axle Truck 0 2 3 0 7 4 3 6 1 1 2 2 3-Axle Truck 0 0 1 0 5 7 1 0 1 4 1 0 4-Axl Truck 0 D 2 0 D q 0 0 0 0 0 0 5-Axle Truck + 0 5 19 0 3 4 5 7 6 4 1 8 5:30 PM Cars 14 164 161 3 - 770 71 123 135 109 51 34 80 2•Axle Truck 0 8 24 0 3 3 2 4 2 2 3 4 3-Axle Truck 2 0 3 0 0 12 - 2 0 1 1 0 0 4-Axle Truck 0 0 2 0 0 3 1 0 0 0 1 0 5-Axle Truck+ 0 0 0 1 2 7 0 0 8 0 0 0' 5:45 PM Cars 12 132 180 6 214 44 74 131 80 42 - 40 73 2-Axle Truck 0 1 20 0 3 2 1 5 3 5 2 4 3-Axle Truck 1 0 6 0 1 0 0 1 1 - 1 0 2 4-Axle Truck 0 0 0 - 0 0 5 0 0 0 0 4 0 5-Axle Truck+ 0 0 0 0 5 4 0- 0 6 D. 0 0 Total Cars 92 1,31 1345 47 1829 368 766 1051 672 - 448 276 805. 2-Axle Truck 0 30 92 3 73 35 22 72 16 25 18 17 3-Axle Truck 5 2 24 3 16 49 9 2 9 20 7 9 4-AxleTruck 1 0 10 1 2 17 2 0 10 1 7 1 5-Axle Truck+ 3 23 161 2 40 56 33 48 73 39 9 34 Total 101 1377 1632 56 1960 525 832 2173 785 533 317 866 Intersection Turning Movement Prepared by; National Data & Surveying Services Project ID: CA12_5403_013 - Day: TUESDAY City: City of Vernon Date: 10/16/2012 NS/EW Streets: NL NT NR SL ST SR EL ET ER WL wr WR TOTAL LANES: 1 3 0 1 3 1 2 1 1 .5 1 .5 7:00 AM 68 273 2 27 160 222 113 9 6 0 60 26 966 7:15 AM 74 280 1 33 119 214 116 12 8 0 63 25 975 7:30 AM 70 292 0 39 144 213 159 16 9 1 57 - 21 1021 7:45 AM 67 267 1 23 217 285 122 25 9 2 69 22 1129 8:00 AM 48 241 0 29 172 266 108 12 18 0 54 14 962 8:15 AM 50 206 1 18 151 274 112 IS 10 0 34 24 895 8:30 AM 35 273 0 25 159 245 86 30 11 2 40 13 899 8:45 AM 38 185 3 12 193 246 107 17 10 1 24 7 843 IYnl nn 1D5 1JK ec-L WI W8 IUTA 965 4TOTAL VOLUMES : 45L0 2037 8 2J0L6 923 1186 01 i 152 7690 APPROACH %'a : 18.04% 81.64% 0.32% 5.86% 38.25% 55.89% 82.41% 10.36% 7.23% 1.07% 71.74% 27.19% CONTROL : Signalized Intersection Turning Movement Prepared by: National Data & Surveying Services Project ID: CA32_5403_013 _ Day: TUESDAY City: City of Vernon Date: 10/16/2012 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL LANES: 1 3 0 1 3 1 2 1 1 .5 1 .5 4:00 PM 18 211 0 17 278 107 207 41 53 0 12 32 976 4:15 PM 17 160 1 18 296 79 195 41 48 2 17 20 914 4:30 PM 13 157 2 20 266 92 267 64 .51 0 14 18 964 4:45 PM 21 288 0 19 274 84 243 60 51 1 11 IS 967 5:00 PM 14 171 1 24 316 81 257 69 56 1 11 29. 1030 5:15 PM 23 201 1 21. 302 94 258 66 60 2 13 28 1D69 5:30 PM 17 173 2 20 240 87 190 60 82 0 17 20 908 5:45 PM 20 165 1 28 306 80 233 48 64 1 13 29 98B NL NT NR SL ST SR EL ET ER WL WT WR TOTAL TOTAL VOLUMES : 143 1446 8 167 2278 704 1850 449 465 7 108 191 7816 APPROACH %'S : 8.95% 90.Sq% 0.50% 5.30% 72.34% 22.36M° 66.93% 16.24% 16.82% 2.29% 35.29% 62.42% CONTROL : Signalized APPENDIX C Truck Percentage Calculations Truck Percentage Calculations Intersection Car Truck Morning Evening I Morning Evening Soto Street (NS) at 26th Street (E W) - 417 4.718 5,827 1,361 1,303 Soto Street (NS) at Bandini Boulevard (EW) -#8 5,584 6,465 1,642 1,486 Downey Road (NS) at Bandini Boulevard (EW) - #14 4,469 6,128 1,484 1,409 Atlantic Boulevard (NS) at Bandini Boulevard (EW) - #16 6,533 8,110 2,490 2,299 Total Cars - AM 21,304 Total Cars - PM 26,530 Total Cars 47,834 Total Trucks -AM 6,977 Total Trucks - PM 6,497 Total Trucks 13,474 Percent Cars - AM 75.3% Percent Trucks - AM 24 7% Percent Cars - PM 80.3% Percent Trucks - PM - 19 7% Percent Cars - 78.0% Percent Trucks 22.0% KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT North/South Street: Soto Street East/West Street: 26th Street - Counter: Counts Unlimited Morninv Dnak Mnur 71me Classification Northbound Southbound Eastbound Westbound Left Thr ou h RI ht Leh Through Right Lett Through RI ht Leh Throu h Right 7:DOAM Cars 19 258 3 20 258 12 5 30 B 3 29 27 2-Axle Truck 2 13 0 2 9 0 D 3 0 0 � 5 2 3-Axle Truck 1 - 15 1 2 - 6 1 1 2 1- 0 3. 2 A -Axle Truck 1 2 0 1 0 0 0 0 0 0 1 0 S-Axle ruck+ 0 3 0 0 1 0 0 0 0 0 0 1 7:15 AM Cars 20 288 3 18 231 17 9 12 9 6 43 14 2-Axle Truck 1 10 1 0 9 0 0 1 2 2 3 1 3,Axle Truck 1 4 0 0 6 4 0 0 - 0 0 2 2 4-Axle Truck 0 3 1 0 0 0 0 0 0 0 0 1 5-Axle Truck♦ 3 0 0 0 2 0 0 0 0 0 4 1 7:3DAM Cars 2$ 297 8 27 250 2B 6 18 B 7 49 12 2-Axle Truck 4 17 2. 1 12 1 0 6 0 3 1 2 3-Axle Truck 1 6 1 1 6 0 2 3 0 1 4 4 4-Axle Truck 0 2 0 0 1 0 0 0 0 0 0 0 5-Axle Truck+ 1 2 0 1 1 0 1 1 0 0 3 1 7:45 AM Cars 34 269 19 31 252 18 5 14 3 3 - 56 24 2-Axle Truck 2 18 3 0 13 1 4 4 4 0 7 5 3-Axle Truck 1 8 0 1 6 1 - 0 5 0 1 4 2 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0M $•Axle Truck+ 1 3 0 1 2 0 0 3 0 0 2 B:ODAM Cars 24 256 8 23 259 28 10 17 11 7 A2 2-Axle Truck 1 15 2 1 13 1 2 0 3 1 12 3-Axle Truck 0 6 0 0 6 0 3 3 0 0 1 4-Axle Truck D 0 0 1 1 0 0 0 0 0 0 5-Axle Truck+ D 1 1 0 4 1 0 0 0 1 1 8:25 AM Cars 21 271 8 26 221 22 5 13 13 3 48 2-Axle Truck 2 17 3 1 14 2 1 7 0 0 8 3-Axle Truck 2 13 0 2 7 1 0 2 1 0 2 1 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 5-Axle Truck. 2 2 1 1 1 0 D 2 0 0 0 0 8:30 AM Cars 27. 207 4 22 253 -32 5 17 9 A 45 15 2-Axle Truck 5 26 1 1 17 0 1 A 1 1 6 3-Axle Truck 0 10 2 0 8 1 0 -1 0 0 2 1 A -Axle Truck 0 0 0 0 0 0 0- 0. 0 0 0 0 5-Axle Truck 1 3 0 1 2 0 0 2 0 1 1 2 8:45 AM Cars 12 226 3 12 233 28 7 9 2 6 41 13 2-Axle Truck 0 16 1 3 1 9-1 1 1 2 5 4 2 10 2 3-Axle Truck 0 4 0 1 9 2 2 3 1 0 4 1 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 5-Axle Truck+ 1 2 0 1 3 0 0 2 0 0 3 0 Total Cars 272 2 072 56 179 2,957 285 52 110 63 39 353 140 2-Axle Truck 17 132 13 8 96 - 6 10 22 14 9 52 22 3-Axle Truck 6 66 4 6 54 10 B 19 3 2 22 14 4-Axle Truck 1 5 1 2 2 0 0 0 0 0 1. 2 5-Axle Truck+ - 9 I6 2 5 16 1 1 10 0 2 14 6 Total 20$ 2291 76 200 2125 202 71 161 a0 52 442 384 North/South Street: $oto Street East/West Streeh 26th Street KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Evening Peak Hour Time ClasslRcatlon Northbound Southbound Eastbound Westbound Left Through Right Leh Through Right Lek Through Right Leh Throu h Right 4:00 PM Cars 11 250 12 32 249 11 24 46 11 8 26 22 2-Axle Truck 1 7 2 3 11 3 1. 4 1 4 2 1 3-Axle Truck 0 1 1 2 3 2 0 1 0 0 1 D 4-Axle Truck 0 0 0 0 2 0 0 1 0 1 0 0 5-Axle Truck+ 0 4 0 2 B 0 0 0 1 0 0 1 4:15 PM Cars 6 274 9 32 247 12 17 47 I4 6 22 13 2-Axle Truck 1 13 1 7 14 3 2 6 1 0 4 2 3-Axle Truck 0 1 0 1 2 0 0 -3 0 1 4 0 4-Axle Truck 0 0 1 0 0 0 D 0 0 0 1 0 5-Axle Truck+ 1 7 1 0 5 1 0 4 1 0 2 3 43D PM Cars 12 292 7 39 279 7 13 56 10 24 23 38 2-Axle Truck 3 5 0 3 14 5 1 5 1 2 2 2 -- 3-Axle Truck 0 3 1 1 1 0 1 6 0 0 0 0 4-Axle Truck 0 2 0 0 D 0 0 1 0 0 0 0 5-Axle Truck+ 1 5 0 2 9 0 0 0 0 0 3 1 4:45 PM Cars B 249 10 57 306 5 7 65 1 14 12 -18 40 2-Axle Truck 1 7 2 6 12 1 1 5 0 2 1 1 3-Axle Truck 0 2 1 3 3 D 0 0 0 0 0 0 4-Axle Truck 0 1 0 0 0 0 0 1 0 0 3 1 $-Axle Truck + 1 10 0 1 3 0 1 3 0 0 2 2 5:00 PM Cars - 10 304 11 42 333 9 28 73 13 9 20 37 2-Axle Truck 1. 7 1 4 7 1 0 7- 1 0 4 2 3-Axle Truck 0 0 0 2 1 0 0 2 0 0 0 0 4-Mile Truck 0 0 0 0 0 0 0 1 0 0 1 0 5-Axle Truck+ 0 5 0 1 4 1 0 1 0 0 2 1 5:15 PM Cars 15 292 7 44 310 9 - 20 92 16 10 32 32 2-Axle Truck 3 8 1 2 9 0 1 5 1 2 0 0 3-Axle Truck 2 3 0 0 2 0 0 1 0 0 1 0 4-Axle Truck 0 0 1 0 0 0 0 0 0 0 1 0 5-Axle Truck+ 0 3 0 1 4 6 2 0 1 0 1 A 1 5:30 PM Can 14 296 30 51 - 357 12 - 29 95 21 7 15 37 2-Axle Truck 1 4 1 9 12 3 1 4 0 0 '3 0 3-Axle Truck 1 0 0 2 0 2 0 1 1 0 - 0 0 - 4-Axle Truck 0 0 0. 0 1 0 6 2 0 0 1 1 1 0 5-Axle Truck+ 1 a 0 1 2 0 1 3 - 0 .0 0 1 SAS PM Cars 9 236 12 53 34A 6 17 91 12 7 19 - 37 '2-Aide Truck 2 7 2 4 B 3 0 5 0 0 0 1 3-Axle Truck . 0 0 0 - 2 2 0 0 0 0 0 1 0 4-Axle Truck 0 0 0 1 0 1 0 1 0 0 2 0 5-Axle Truck+ 0 5 0 3 1 5 2 0 0 0 0 6 0 Total Can 87 2193 77 350 1 2,1129 71 255 565 111 83 175 256 2-Axle Truck 13 Be 10 38 87 19 7 41 5 10 16 9 e Trull; 3 10 3 13 14 4 1 14 1 1 7 0 e Truck L 0 3 2 1 3 1 0 7 -0 1 9 1 eiruck+ 4 47 1 14 42 6 2 12 2119 10 - ID7 2311 93 416 2575 101 1 365 1 639 119 96 226 276 East/West Street: Bandlnl Boulevard KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Mornfne Peak Hour Time Classification Northbound Southbound Eastbound Westbound Leh Through Right Left Through Right Left Through Right Leh Through Right 7:00 AM Cars 14 253 12 10 202 41 16 66 2 39 134 14 2-Azle Truck 1 12 1 0 9 0 0 2 2 1 3 2 3-Azle Truck 0 0 0 0 1 0 1 3 2 1 6 2 4-Axle Truck 1 1 0 0 0 0 0 1 0 0 0 0 5-Azle Truck+ 1 10 3 1 5 2 2 7 2 2 3 2 7:15 AM Cars 20 291 14 4 234 30 24 54 17 35 123 16 ' 2-Axle Truck 2 8 1 2 11 0 2 2 0 0 4 0 3-Axle Truck 0 2 0 0 3 0 0 6 0 2 1 1 4-Axle Truck 1 1 0 0 0 0 0 0 0 D 0 0 5-Axle Truck+ 1 4 5 1 4 0 2 9 2 3 3 0 7:30AM Can 18 277 22 9 294 29 20 74 B 34 146 30 2-Axle Truck 2 13 0 2 12 1 7 6 1 1 5 1 3-Axle7ruck 2 2 0 D 0 0 1 1 0 2 1 1 4-Axle Truck - 0 0 0 0 0 0 0 1 0 0 2 0 5-Axle Truck+ 0 '4 2 1 6 2 1 3. 0 1 10 2 7:45 AM Cars . 12 1 286 25 10 221 31 29 54 11 41 151 17 2-Axle Truck 1 19 0 1 15 1 3 6 2 1 6 1 3-Axle Truck 0 2 D 0 2 2 1 2 0 D 1 1 4-Axle Truck 0 0 0 0 0 0 0 0 1 0 1 0 5-Azle Truck+ 0 6 1 2 4 1 1 10 2 2 6 3 8:00 AM Cars 1 231 11 19 236 28 18 56 11 42 132 28 2-Axle Truck 2 17 2 0 17 0 1 9 3 1 12 0 3-Axle Truck 1 0 0 1 2 0 1 3 0 ' 0 2 1 4-Azle Truck 0 0 0 0 1 0 0 0 0 0 2 0 5-Axle Truck+ 0 3 1 q 1 3 2 1 7 1 0 11 1 8:15 AM Cars 16 270. 20 8 204 28 29 51 - 10 35 111 25 2-Axle Truck 4. 16 - 1 0- 12 2 5 3 0 2 5 - 3 3-Axle Truck 1 5 0 0 2 0 0 - 3 0 D 2 0 4-Axle Truck 0 0 0 0 0 0 0 0 0 1 0 0 5-Axle Truck+ 3 9 3 1 6 3 3 3 2 1 9 4 8:30AM Can 5 295 13 6 233 25 13 42 7 35 108 Z2 2-Axle Truck 1 22- 2 3 13 1 4 ID 3 2 6 5 3-Axle Truck 0 1 1 0 0 1 0 4 1 0 4 4 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 5-Axle Truck+ 2 8 0 2 2 2 0 5 0 2 6 1 8:45 AM Can 12 208 13 7 194 19 17 42 8 33 88 18 2-Axle Truck 2 12 2 2 8 4 1 4 4 2 8 5 3-Axle Truck 0 1 1 0 1 0 1 1 0 1 1 0 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0- 5-Axle Truck+ 0' - 3 2 1 5 4 0 5 1 3 13 1 Total Cars 104 2011 130 73 1718 231 156 439 74 294 993 270 2-Axie7ruck 15 119 9 10 98 9 23 42 15 10 49 17 3-Axle Truck 4 13 2 1 11 3 5 23 3 6 18 10 4-Axle Truck 2 2 0 0 1 0 0 2 1 1 5 0 5-AxieTruck+ 7 47 17 13 35 16 20 49 10 14 61 14 Total 132 2292 158 97 1863 259 194 S55 203 325 2226 211 East/West Street: Bendlni Boulevard Counter: Counts Unlimited. Date: 02/22/22 NUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Evenine Peak Hour Time Classification Northbound Souhbound - Eastbound Westbound LeN Throu h Right Leh Through Rightr44 Through RI ht Left Through Right 4:00 PM Cars 5 239 17 28 262 9 123 17 23 43. 15 2-Mle Truck 1 7 4 3 13 1 5 2 2 11 0 3-AxleTruck 0 1 4 0 1 1 3 0 0- 3 0 4-Axle Truck 0 1 0 0 0 0 1 0 D 0 0 5-Axle Truck+. 1 1 2 3 4 2 8 3 3 5 1 4:15 PM Cars 16 251 19 31 280 - SB 108 20 22 47 12 2-AxleTruck 1 12 1 2 14 1 8 1 2 12 0 3-Axle Truck 0 1 0 1 2 0 1 3 0 0 D 0 4-Axle Truck 0 0 0 00 0 1 0 0 D 0 0 5-Axle Truck+ 3 6 2 0 6 2 3 7 2 1 12 1 4:30 PM Cars 13 240 15 22 241 15 39 131 16 33 57 20 2-Axle Truck 1 9 1 5 12 1 2 4 4 3 6 0 3-Axle Truck- 0 1 0 0 2 0 0 1 0 0 0 0 4-Axle Truck 0 1 0 0 0 0 1 1 0 0 1 1 5-Axle Truck+ 1 4 2 2 6 0 2 5 1 3 13 1 4:45 PM Cars 5 218 27 28 316 19 38 138 13 39 92 18 2-Axle Truck 0 7 1 0 14 1 1 2 3 0 9 1 3-Axle Truck 0 2 0 0 3 0 0 1 0 0 3 0 4-Axle Truck 0 0 0 0 0 0 0 2 0 0 0 0 5-Axle Truck+ 0 8 1 0 2 2 1 9 1 0 7 2 5:00 PM Cars 11 245 23 20 306 18 53 261 26 32 80 12 2-Axle Truck 1 7 2 1 4 2 1 1 2 0 2 0 3-Axle Truck 0 0 1 0 1 0 0 0 0 0 3 0 4-Axle Truck 0 0 0 0 0 0 1 2 1 0 1 0 5-Axle Truck+ 3 3 2 0 3 1 0 4 3 2 5 2 5:15 PM Cars 7 1 270 36 32 820 11 34 126 11 19 72 20 2-Axle Truck 0 5 0 0 13 2 1 3 0 1 2 1- 3-Axle Truck 0 2 1 0 1 0 2 0 0 0 2 1 4-Axle Truck 0 0 1 0 0 1 0 1 0 0 1 0 5-Axle Truck+ 0 3 1 2 4 1 0 3 2 3 5 0 5:30 PM Cars 10 252 28 31 351 13 35 138 8 27 80 13 2-Axle Truck 1 3 3 2 8 1 3 1 0 0 4 1 3-Axle Truck 0 1 1 0 1 1 0 0 0 0 0 0 4-Mle Truck 0 0 0 0 1 0 0 0 0 0 1 0 5-Axle Truck + 1 7 2 0 0 2 0 2 0 1 8 1 5:45 PM Cars 31 214 27 37 332 19 19 122 - 14 23 85 19 2-Axle Truck 1 6 0 2 3 1 2 4 0 0 3 2 3-Axle Truck 0 0 0 1 0 0 0 0 0 0 1 0 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 5-Axle Truck+ 2 3 2 2 2 0 0 3 1 1 2 3 Tel Cars 76 1929 292 229 2407 121 288 1027 115 218 556 119 2-Axle Truck 6 56 12 15 81 10 18 28 11 B 49 5 3-Axle Truck 0 8 7 2 11 2 4 8 0 0 12 1 4-Axle7ruck 0 2 1 0 1 1 3 7 1 0 4 1 5-Aide Truck+ 11 35 14 9 27 10 7 41 13 14 1 57 31 Total 95 2030 225 255 2527 144 320 1111 1 140 1 240 1 678 137 North/South Street: Downey Rood East/West Street: Bandinl Boulevard Counter: Countstinllmited KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT Morning Peak Hour Time Classl0catlon Northbound Southbound Eastbound Westbound Leh Through Right Leh Through RI ht Leh Through Right Lett ThroughThroughl Rl ht 7:00 AM Cars 13 293 16 10 116 27 11 46 8 42 150 19 2-Axle Truck' 0 9 1 2 2 0 D 0 1 4 - 5 2 3-Axle Truck 0 2 1 1 1 3 1 2 1 1 3- 0 4-Axle Truck 0 0 0 0 0 0 1 1 0 0 0 0 5-Axle Truck+ 0 1 5 1' S 0 0 11 0 4 .9 2 7:15AM Cars 6 209 14 6 229 38 9 40 5 37 153 22 . 2-Axle Truck 1 11 5 1 5 2 1 A 2 3 3 4 3-Axle Truck 0 1 2 0 0 2 0 4 2 1 1 0 4-Axle Truck 0 0 0 1 0 2 0 0 0 1 0 0 5-Axle Truck+ 1 1 7 0 3 2 1 10 1 2 4 1 7:3DAM Cars 11 210 28 12 112 40 15 49 13 31 149 39 2-AxleT uck .0 10 2 1 11 0 0 4 4 4 5 2 3-Axle Truck 0 1 0 1 2 0 3 2 0 0 1 2 4-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 5-Axle Truck+ 2 3 5 0 3 2 0 -10 0 7 12 0 7:45 AM Cars 14 195 20 1B 98 48 5 49 5 23 199 34 2-Axle Truck 0 18 1 1 3 1 1 7 0 5 11 2. 3-Axle Truck 0 0 3 0 1 0 1 2 1 1 0 3 4-Axle Truck 0 0 0 1 0 2 0 - 1 0 0 0 0 5-Axle Truck+ 4 3 4 1 4 2 0 10 3 2 12 0 8:00 AM Cars 8 167 13 4 124 27 8 50 4 46 172 24 2-Axle Truck 2 12 0 4 4 3 2 6 3 2 5 6 3-Axle Truck 0 1 0 0 0 0 1 1 0 1 1 1 4-Axle Truck 0 1 0 0 0 0 2 1 0 0 2 0 5-Axle Truck+ 1 3 5 D 2 2 1 a 2 1 10 1 8:15 AM Cars 14 167 10 11 122 33 5 26 7 30 135 34 2-Axle Truk 0 14 - 2 2 1 3 1 3 2 3 5 5 3-Axle Truck 0 1 0 2 1 0 0 2 D 0 2 0 4-Axle Truck 0 1 0 3 1 1 0 1 0 0 0 0 S-Axle Truck+ 1 3 3 2 6 1 3 4 1 - 3 12 3 8:30 AM Cars 14 152 8 11 101 32 7 43 9 41 140 42 2-Axle Truck 5 13 2 2 e 1 0 9 2 3 5 2 3-Axle Truck 1 1 1 0 2 0 0 4 0 3 3 3 4-Axle Truck 0 0 1 0 0 0 1 0 0 0 0 0 5-Axle Truck+ 1. 4 2 0 4 1 0 7 4 4 10 1 8:45 AM Cars 6 132 5 13 102 24 7 31 13 36 125 34 2-Axle Truck 2 17 2 2 10 1 3 2 10 2 3 11 3 3-Axle7ruck 0 3 1 0 1 0 0 2 1 1 1 0 4-Axle Truck 0. 0 0 0 0 1 0 0 0 0 0 0 5-Axle Truck+ 4 2 6 0 6 3 2 13 3 3 23 1 Total Cars 88 2,425 114 85 864 269 67 334 64 296 1223 248 2-Axle Truck ID 204 15 15 44 13 7 43 16 27 50' 26 3-Axle Truck 1 10 8 4 8 5 6 19 5 8 12 9 4-AxleTruck 0 2 1 5 1 6 4 4 0 1 2 0 5-Axle Truck+ 14 20 37 4 33 13 7 73 14 26 82 9 Total 213 1 2561 1 175 113 970 1 306 91 473 99 348 1369 292 KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT North/Scuth Street; Downey Road East/West Street: Bandlnl Boulevard Counter: Counts Unlimited Dote: 02 22/12 - Evening. Peek Hour Time Classification Northbound Southbound Eastbound Westbound Left Through RI ht Left Through Right Left Throu h Right Left Through Right 4:00 PM Cars 10 204 37 32 175 15 3B 124 20 30 54 21 2-Axle Truck 2 6 3 5 13 2. 5 8 1 6 10 0 3-Axle Truck 0 1 0 1 2 0 '2 3 0 1 4 1 4-Axle Truck 0 0 0 0 0 0 0 0 3 0 0 0 5-AxleTruck+ 0 4 1 1 4 1 2 10 1 0 9 1 4:15 PM Can 3 271 50 43 223 13 29 116 20 19 47 20 2-Axle Truck 0 9 6 3 12 - 1 3 9 4 3 11 2 3-Axle Truck 0 0 D 0 0 0 1 3 1 0 2 1 4-Axle Truck 0 2 0 0 0 1 0 1 2 0 0 0 5-Axle Truck+ 3 7 4 2 2 2 0 10 1 1 10 0 4:30 PM Cars 10 206 61 30 189 23 19 142 24 31 48 21 2-Axle Truck 3 5 2 3 14 5 3 6- 4 0 6 2 3-Axle Truck 0 2 0 0 2 1 '0 2 0 0 1 1 4-Axle Truck 1 0 0 0 0 1 0 0 0 0 3 0 5-Axle Truck+ 1 1 0 1 1 0 0 6 1 3 i5 1 4AS PM Cars 5 187 40 43 234 21 26 133 17 20 BS 16 2-Axle Truck 0 4 4 5 1 5 1 3 5 2 2 6 1 3-Axle Truck 0 0 0 1 1 2 0 0 0 0 3 0 4-Axle Truck 0 0 0 0 0 1 0 2 0 0 0 0 5-Axle Truck+ 1 3 2 0 4 2 1 9 3 2 5 0 5:00 PM Cars 7 208 48 5o 245 17 31 136 42 29 64 25 2-Axle Truck 0 4 2 4 4 0 3 9 1 1 3 1 3-Axle Truck 0 1 0 4 0 0 1 0 0 1 2 1 4-Axle Truck 0 0 0 0 0 0 0 1 0 0 0 0 5-Axle Truck+ 2 3 3 0 3 0 1 6 0 3 8 0 3:15 PM Cars 8 212 50 38 250 19 39 154 50 38 61 18 2--Axle Truck 1 5 3 2 3 0 2 3 2 0 3 0' 3-Axle Truck 0 1 2 1 2 3 0 0 0 0 1 0 4-Axle Truck 0 0 0 0 0 0 0 1 0 0 0 0 5-Axle Truck+ 2 1 1 0 1 1 2 7 1 0 7 0 5:30 PM Cars 13 177 46 51 251 19 40 143 39 50 51 19 2-Axle Truck 2" 5 -2 1 7 1 0 4 0 2 1 1 3-Axle Truck 0 0 1 1 0 0 0 0 0 0 2 D 4-Axle Truck 0 0 0 0 0 0 0 1 0 0 0 0 - 5-Axle Truck+ 1 2 2 1 2 2 0 2 0 0 6 1 5:45 PM Cars 14 223 44 46 251 19 33 141 70 32 74 - 16 2-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 3-Axle Truck 0 0 0 0 0 0 0 0 0 0 0 0 4-Axle Truck D 1 0 1 0 1 0 0 0 0 0 0 0 2 0 5-Axle Truck+ D 1 0 0 3 0 0 8 0 0 6 0 Total . - Cars 70 1588 376 333 1218 146 255 1087 282 249 494 256 2-Axle Truck 8 40 22 23 58 10 15 39 13 14 40 7 3-Axle Truck 0 5 3 8 7' 6 4 8 1 2 15 4 4-Axle Truck 2 2 0 0 0 3 0 6 5 0 5 0 5-Axle Truck+ - 10 22 13 - 5 20 8 6 58 7 9 66 3 Total 89 1657 414 369 1903 173 280 119E 308 274 610 170 KUNZMAN ASSOCIATES, INC. TRAFFIC COUNT North/South Street: Atlantic Boulevard East/West Street: Bandlnl Boulevard - Counter: Counts Unlimited Moming Peak Hour Time Cla"Hlcation Northbound Southbound Eastbound Westbound Leh Throu h Right Leh Through Right Leh ThroughI Ri ht Throu h Right 7:00 AM Cars - 34 178 234 2 151 135 26 85 1 23 .Lett 29 47 36 2-Axle Truck 0 6 6 0 7 5 0 5 4 6 0 6 3-Axle Truck 1 1 4 0 6 414 0 0 4 1 4 4-Axle Truck 0 0 1 1 - D 1. 0. 1 D 2 5-Axle Truck+ 1 5 13 1 4 6 9 is 4 13 7:15 AM Cars 15 i69 246 4 132 127 25 32 53 29 2-Axle Truck 2 5 7 2 11 5 4 D 5 7 3•Axle Truck 0 2 7 0 1 5 2 2 0 3 4-Axle Truck 0 0 2 0 0 0 0 D 0 1 5-Axle Truck+ 0 6 7 0 4 B 9 11 2 9 7:30 AM Cars 21 145 276 1 248 184 21 99 22 28 53 21 2•Axle7ruck 1 6 12 - 1 9 5 3 5 2 6 5 0 3-Axle Truck 0 1 10 0 1 2 1 3 2 4 3 2 4-Axle Truck 0 0 2 D 0 0 0 0 D -2 0 1 5-Axle Truck + 0 8 15 0 6 9 10 10 8 15 3 7 7:45 AM " Cars iB 119 202 7 117 147 23 143 7 25 49 15 2-Axle Truck 0 5 7 0 10 7 3 6 7 5 5 2 3-Axle Truck 0 3 8 0 6 5 1 2 2 5 2 1 4-Axle Truck 0 D 1 3 2 0 0 0 1 1 0 1 5-Axle Truck + 0 - 1 9 0 7 15 7 - 9 12 9 4 10 6:00 AM - Cars 14 101 217 8 160 193 20 81 14 34 57 25 2-Axle Truck 2 5 11 0 14 8 5 8 3 2 4 5 3-Axle7ruck 0 2 12 0 4 3 0 1 1 3 1 . 3 4-Pale Truck 0 0 4 1 1 0 0 1 1 1 D 0 5-Axle Truck+ 0 8 15 0 9 7 13 12 7 12 4 9 8:15 AM Cars 13 121 226 7 138 164 26 104 28 16 61fl28 2-Axle Truck 0 2 1i 0 8 10 10 6 0 8 2 3-Axle Truck 0 0 17 0 B 8 0 3 0 4 4 4-Axle Tnsck 0 0 2 0 0 D 0 i D 2 0 5-Axle Truck+ 1 3 22 0 11 7 9 6 8 15 3 8:30 AM Cars 20 114 220 4 154 142 20 57 21 18 73 2-Axle Truck 1 - 5 10 0 B 6 - 'q� 13 3 3 23-Axle7ruck - 0 i 12 1 2 - 7 1 3 1S 04-AxleTruck 0 1 1 0 0 0 '. ]. 0 0 2 3 5-Axle Truck+ 0 8 22 1 5 B 15 7 6 10 3 7 8:45 AM - Cars 22 96 257 4 121 229 19 91 15 30 52 32 2-Axle Truck 1 4 12 1 12 9 4 10 3 7 5 4 ` 3-Axle Truck 0 1 7 0 1 6 1 5 0 2 1 0 4-Axle Truck 0 0 0 0 0 0' 0 1 0 1 0 1 5-Axle Truck 0 6 20 0 6 13 12 12 10 14 1 4 Total Cers 157 1043 1 B48 37 2 121 1269 200 787 155 2- 445 215 2-Axle Truck 7 39 - 76 4 79 A 31 58 26 37 28 28 3-Axle Truck 1 11 77 1 29 40 9 22 8 19 12 17 4-Axle Truck 0 1 13 5 3 0 3 A 2 10 3 7 5-Ade Total Truck 2 45 123 2 52 69 95 70 69 SDS 24 68 167 2139 2137 49 1289 1032 338 9q1 260 389 512 335 Peak Hour Volumes 93 1 661 2149 22 622 717 276 519 139 20D 296 Peak Hour Factor 0.957 0.990 0.857 0,9D2 - RUNZMAN ASSOCIATES, INC. TRAFFIC COUNT North/South Street: Atlantic Boulevard - Ea31/WestStreet: Bandini Boulevard Counter: Counts Unlimited Evening Peak Hour Time - Classification Northbound 9ouhbound Eastbound Westbound Left Through Right Leh Through Right Leh Through Right Leh Through Right 4:00 PM Cars 7 186 267 6 220 30 85 130 58 74 44 122 2-Axle Truck 0 4 11 0 16 4 2 1A 2 1 3 0 3-Axle Truck 0 1 3 0 1 7 1 0 0 6 3 1 4-Axle Truck 0 0 0 1 1 0 0 0 1 0 0 0 5-Axle Truck+ 0 3 34 0 5 12 2 11 10 10 1. 4 US PM Cars 8 262 174 4 172 32 75 141 76 49 26 87 2-Axle Truck 0 2 15 0 11 9 5 10 3 2 2 1 3-Axle Truck 2 1 1 1 4 8 2 0 0 3 0 2 4-Axle Truck 0 0 3 0 0 1 0 0 2 1 0 1 5-Axle Truck+ 2 3 30 0 7 31 8 9 19 6 2 9 4:30 PM Cars 13 273 157 4 226 50 124 124 76 '51 32 125 2-Axle Truck 0 4 7 3 12 5 2 15 1 4 5 4 3-Axle Truck 0 0 1 0 1 5 3 0 4 3 0 1 4-Axle Truck 0 0 - 1 0 0 2 1 0- 3 0 1 0 5-Axle Truck 0 3 26 0 2 10 9 6 9 10 2 4 4:45.PM Cars 15 184 195 10 222 38 72 124 69 7A 30 118 2-Axle Truck 0 3 9 0 8 4 5 8 2 3 0 0 3-Axle Truck 0 0 4 2 2 4 0 1 1 1 1 3 4-Axle Truck 1 0 1 0 D 1 0 0 2 0 0 0 5-Axle Truck+ 1 4 26 0 9 5 3 7 5 6 1 3 5:00 PM Can 10 193 157 3 249 46 - 96 114 111 67 38 110 2-Axle Truck 0 6 3 0 13 A 2 10 2 6 1 2 3-Axle Truck 0 0 5 0 2 6 0 0 1 1 2 0 4-Axle Truck 0 0 1 0 1 1 0 0 2 0 1 0 5-Axle Truck+ 0 5 26 1 7 3 6 8 IS 3 2 6 5:75 PM Can 13 128 144 11 256 57 117 152 93 40 32 90 2-Axle Truck 0 2 3 0 7 4 3 6 1 2 2 2 3-Axle Truck 0 0 1 0 5 7 1 0 - 1 4 1 0 4-Axle Truck 0 0 2 0 0 4 0 0 0 0 0 0 S-Axle Truck 0 5 19 0 3 4 5 7 6 4 1 8 5:30 PM Cars 14 164 161 3 270 71 123 135 209 51 34 80 - 2-Axle Truck 0 8 24 0 3 3 2 4 2 2 3 4 3-Axle Truck 2 0 3 0 0 12 2 0 1 1 0 0 4-Axle Truck 0 0 2 0 0- 3 1 0 0 0 1 0 5-Axle Truck+ 0 0 0 1 2 7 0 0 8 0 0 0- 5:45 PM Cars 12 132 180 6 214 44 74 131 . 80 42 40 73 2-Axle Truck 0 1 20 0 3 2 1 5 3 5 2 4 • 3-Axle Truck 1 0 6 0 1 0 0 1 1 1 0 2 4-Axle Truck 0 0 0 0 5 0 0 0 D 4 0 5-Axle Truck+ 0 0 0 5 4 0 0 6 0 0. 0 Total Can 92 1322 47 2,829 369 766 1052 672 448 276 805 2-Axle Truck 0 30 3 73 35. 22 71 16 25 18 17 3-Axle Truck 5 2 d2632 3 16 49 9 2 9 20 7 9 A -Axle Truck 1 0 1 2 17 2 0 SO 1 7 1 5-Axle Truck 3 23 - 2 40 56 33 48 78 39 9 34 Total 201 1377 56 1960 525 B32 1 1173 1 785 533 327 866 APPENDIX D Explanation and Calculation of Intersection Capacity Utilization EXPLANATION AND CALCULATION OF INTERSECTION CAPACITY UTILIZATION Overview The ability of a roadway to carry traffic is referred to as capacity. The capacity is usually greater between intersections and less at intersections because traffic flows continuously between them and only during the green phase at them. Capacity at intersections is best defined in terms of vehicles per lane per hour of green. If capacity is 1600 vehicles per lane per hour of green, and if the green phase is 50 percent of the cycle and there are three lanes, then the capacity is 1600 times 50 percent times 3 lanes, or 2400 vehicles per hour for that approach. The technique used to compare the volume and capacity at an intersection is known as Intersection Capacity Utilization. Intersection Capacity Utilization, usually expressed as a percent, is the proportion of an hour required to provide sufficient capacity to accommodate all intersection traffic if all approaches operate at capacity. If an intersection is operating at 80 percent of capacity (i.e., an Intersection Capacity Utilization of 80 percent), then 20 percent of the signal cycle is not used. The signal could show red on all indications 20 percent of the time and the signal would just accommodate approaching traffic. Intersection Capacity Utilization analysis consists of (a) determining the proportion of signal time needed to serve each conflicting movement of traffic, (b) summing the times for the movements, and (c) comparing the total time required to the total time available. For example, if for north -south traffic the northbound traffic is 1600 vehicles per hour, the southbound traffic is 1200 vehicles per hour, and the capacity of either direction is 3200 vehicles per hour, then the northbound traffic is critical and requires 1600/3200 or 50 percent of the signal time. If for east -west traffic, 30 percent of the signal time is required, then it can be seen that the Intersection Capacity Utilization is 50 plus 30, or 80 percent. When left turn arrows (left turn phasing) exist, they are incorporated into the analysis. The critical movements are usually the heavy left turn movements and the opposing through movements. The Intersection Capacity Utilization technique is an ideal tool to quantify existing as well as future intersection operation. The impact of adding a lane can be quickly determined by examining the effect the lane has on the Intersection Capacity Utilization. Intersection Caoacity Utilization Worksheets That Follow This Discussion The Intersection Capacity Utilization worksheet table contains the following information: 1. Peak hour turning movement volumes. 2. Number of lanes that serve each movement. 3. For right turn lanes, whether the lane is a free right turn lane, whether it has a right turn arrow, and the percent of right turns on red that are assumed. 4. Capacity assumed per lane. 5. Capacity available to serve each movement (number of lanes times capacity per lane). 6. Volume to capacity ratio for each movement. 7. Whether the movement's volume to capacity ratio is critical and adds to the Intersection Capacity Utilization value. B. The yellow time or clearance interval assumed. . 9. Adjustments for right turn movements. 10. The Intersection Capacity Utilization and Level of Service. The Intersection Capacity Utilization Worksheet also has two graphics on the same page. These two graphics show the following: 1. Peak hour turning movement volumes. 2. Number of lanes that serve each movement. 3. The approach and exit leg volumes. 4. The two-way leg volumes. 5. An estimate of daily traffic volumes that is fairly close to actual counts and is based strictly on the peak hour leg volumes multiplied by a factor. 6. Percent of daily traffic in peak hours. 7. Percent of peak hour leg volume that is inbound versus outbound. A more detailed discussion of Intersection Capacity Utilization and Level of Service follows. Level of Service Level of Service is used to describe the quality of traffic flow. Levels of Service A to C operate quite well. Level of Service C is typically the standard to which rural roadways are designed. Level of Service D is characterized by fairly restricted traffic flow. Level of Service D is the standard to which urban roadways are typically designed. Level of Service E is the maximum volume a facility can accommodate and will result in possible stoppages of momentary duration. Level of Service F occurs when a facility is overloaded and is characterized by stop -and -go traffic with stoppages of long duration. A description of the various Levels of Service appears at the end of the Intersection Capacity Utilization description, along with the relationship between Intersection Capacity Utilization and Level of Service. Signalized and Unsi¢nalfzed Intersections Although calculating an Intersection Capacity Utilization value for an unsignalized intersection is invalid, the presumption is that a signal can be installed and the calculation shows whether the geometrics are capable of accommodating the expected volumes with a signal. A traffic signal becomes warranted before Level of Service D is reached for a signalized intersection. Signal Timing The Intersection Capacity Utilization calculation assumes that a signal is properly timed. It is possible to have an Intersection Capacity Utilization well below 100 percent, yet have severe traffic congestion. This would occur if one or more movements is not getting sufficient green time to satisfy its demand, and excess green time exists on other movements. This is an operational problem that should be remedied. Lane Capacity Capacity is often defined in terms of roadway width; however, standard lanes have approximately the same capacity whether they are 11 or 14 feet wide. Our data indicates a typical lane, whether a through lane or a left turn lane, has a capacity of approximately 1750 vehicles per hour of green time, with nearly all locations showing a.capacity greater than 1600 vehicles per hour of green per lane. Right turn lanes have, a slightly lower capacity; however 1600 vehicles, per hour is a valid capacity assumption for right turn lanes. This finding is published in the August, 1978 issue of ITE Journal in the article entitled, "Another Look at Signalized Intersection Capacity" by William Kunzman. A capacity of 1600 vehicles per hour per lane with no yellow time penalty, or 1700 vehicles per hour with a 3 or 5 percent yellow time penalty is reasonable.' Yellow Time The yellow time can either be assumed to be completely used and no penalty applied, or It can be assumed to be only partially usable. Total yellow time accounts for approximately 10 percent of a signal cycle, and a penalty of 3 to 5 percent is reasonable. During peak hour traffic operation the yellow times are nearly completely used. If there is no left turn phasing, the left turn vehicles completely use the yellow time. Even if there is left turn phasing, the through traffic continues to enter the intersection on the yellow until just a split second before the red. Shared Lanes Shared lanes occur in many locations. A shared lane is often found at the end of an off ramp where the ramp forms an intersection with the cross street. Often at a diamond interchange off ramp, there are three lanes. In the case of a diamond interchange, the middle lane is sometimes shared, and the driver can turn left, go through, or turn right from that lane. If one assumes a three lane off ramp as described above, and if one assumes that each lane has 1600 capacity, and if one assumes that there are 1000 left turns per hour, 500 right turns per hour, and 100 through vehicles per hour, then how should one assume that the three lanes operate. There are three ways that it is done. One way is to just assume that all 1600 vehicles (1000 plus 500 plus 100) are served simultaneously by three lanes. When this is done, the capacity is 3 times 1600 or 4800, and the amount of green time needed to serve the ramp is 1600 vehicles divided by 4800 capacity or 33.3 percent. This assumption effectively assumes perfect lane distribution between the three lanes that is not realistic. It also means a left turn can be made from the right lane. Another way is to equally split the capacity of a shared lane and in this case to assume there are 1.33 left turn lanes, 1.33 right turn lanes, and 0.33 through lanes. With this assumption, the critical movement is the left turns and the 1000 left turns are served by a capacity of 1.33 times 1600, or 2133. The volume to capacity ratio of the critical move is 1000 divided by 2133 or 46.9 percent. The first method results in a critical move of 33.3 percent and the second method results in a critical move of 46.9 percent. Neither is very accurate, and the difference in the calculated Level of Service will be approximately 1.5 Levels of Service (one Level of Service is 30 percent). The.way Kunzman Associates does it is to assign fractional lanes in a reasonable way. In this example, it would be assumed that there is 1.1 right turn lanes, 0.2 through lanes, and 1.7 left turn lanes. The volume to capacity ratios for each movement would be 31.3 percent for the through traffic, 28.4 percent for the right turn movement, and 36.8 percent for the left turn movement. The critical movement would be the 36.8 percent for the left turns. Right Turn on Red Kunzman Associates' software treats right turn lanes in one of five different ways. Each right turn lane is classified into one of five cases. The five cases are (1) free right turn lane, (2) right turn lane with separate right turn arrow, (3) standard right turn lane with no right turns on.red allowed, (4) standard right turn lane with a certain percentage of right turns on red allowed, and (5) separate right turn arrow and a certain percentage of right turns on red allowed. Free Right Turn Lane If it is a free right turn lane, then it is given a capacity of one full lane with continuous or 100 percent green time. A Free right turn lane occurs when there is a separate approach lane for right turning vehicles, there is a separate departure lane for the right turning vehicles after they turn and are exiting the intersection, and the through cross street traffic does not interfere with the vehicles after they turn right. Separate Right Turn Arrow If there is a separate right turn arrow, then it is assumed that vehicles are given green indication and can proceed on what is known as the left turn overlap. The left turn overlap for a northbound right turn is the westbound left turn. When the left turn overlap has a green indication, the right turn lane is also given a green arrow indication. Thus, if there is a northbound right turn arrow, then it can be turned green for the period of time that the westbound left turns are proceeding. If there are more right turns than can be accommodated during the northbound through green and the time that the northbound right turn arrow is on, then an adjustment is made to the Intersection Capacity Utilization to account for the green time that needs to be added to the northbound through green to accommodate the northbound right turns. Standard Right Turn Lane, No Right Turns on Red A standard right turn lane, with no right turn on red assumed, proceeds only when there is a green indication displayed for the adjacent through movement. If additional green time is needed ,above that amount of time, then in the Intersection Capacity Utilization calculation a right turn adjustment green time is added above the green time that is needed to serve the adjacent through movement. Standard Right Turn Lane. with Right Turns on Red A standard right turn lane with say 20 percent of the right turns allowed to turn right on a red indication is calculated the same as the standard right turn case where there is no right turn on red allowed, except that the right turn adjustment is reduced to account for the 20 percent of the right turning vehicles that can logically turn right on a red light. The right turns on red are never allowed to exceed the time the overlap left turns take plus the unused part of the green cycle that the cross street traffic moving from left to right has. As an example of how 20 percent of the cars are allowed to turn right on a red indication, assume that the northbound right turn volume needs 40 percent of the signal cycle to be satisfied. To allow 20 percent of the northbound right turns to turn right on red, then during 8 percent of the signal cycle (40 percent of signal cycle times 20 percent that can turn right on red) right turns on red will be allowed if it is feasible. For this example, assume that 15 percent of the signal cycle is green for the northbound through traffic, and that means that 15 percent of the signal cycle is available to satisfy northbound right turns. After the northbound through traffic has received its green, 25 percent of the signal cycle is still needed to satisfy the northbound right turns (40 percent of the signal cycle minus the 15 percent of the signal cycle that the northbound through used). Assume that the westbound left turns require a green time of 6 percent of the signal cycle. This 6 percent of the signal cycle is used by northbound right turns on red. After accounting for the northbound right turns that occur on the westbound overlap left turn, 19 percent of the signal cycle is still needed for the northbound right turns (25 percent of the cycle was needed after the northbound through green time was accounted for [see above paragraph), and 6 percent was served during the westbound left turn overlap). Also, at this point 6 percent of the signal cycle has been used for northbound right turns on red, and still 2 percent more of the right turns will be allowed to occur on the red if there is unused eastbound through green time. For purpose of this example, assume that the westbound through green is critical, and that 15 percent of the signal cycle is unused by eastbound through traffic. Thus, 2 percent more of the signal cycle can be used by the northbound right turns on red since there is 15 seconds of unused green time being given to the eastbound through traffic. At this point, 8 percent of the signal cycle was available to serve northbound right turning vehicles on red, and 15 percent of the signal cycle was available to serve right turning vehicles on the northbound through green. So 23 percent of the signal cycle has been available for northbound right turns. Because 40 percent of the signal cycle is needed to serve northbound right turns, there is still a need for 17 percent more of the signal cycle to be available for northbound right turns. What this means is the northbound through traffic green time is increased by 17 percent of the cycle length to serve the unserved right turn volume, and a 17 percent adjustment Is added to the Intersection Capacity Utilization to account for the northbound right turns that were not served on the northbound through green time or when right turns on red were assumed. Separate Right Turn Arrow, With Right Turns on Red A right turn lane with a separate right turn arrow, plus a certain percentage of right turns allowed on red is calculated the same way as a standard right turn lane with a certain percentage of right turns allowed on red, except the turns which occur on the right turn arrow are not counted as part of the percentage of right turns that occur on red. Critical Lane Method Intersection Capacity Utilization parallels another calculation procedure known as the Critical Lane Method with one exception. Critical Lane Method dimensions capacity in terms of standardized vehicles per hour per lane. A Critical Lane Method result of 800 vehicles per hour means that the intersection operates as though 800 vehicles were using a single lane continuously. If one assumes a lane capacity of 1600 vehicles per hour, then a Critical Lane Method calculation resulting in 800 vehicles per hour is the same as an Intersection Capacity Utilization calculation of 50 percent since 800/1600 is. 50 percent. It is our opinion that the Critical Lane Method is inferior to the Intersection Capacity Utilization method simply because a statement such as "The Critical Lane Method value is 800 vehicles per hour" means little to most persons, Whereas a statement such as "The Intersection Capacity Utilization Is 50 percent" communicates clearly. Critical Lane Method results directly correspond to Intersection Capacity Utilization results. The correspondence is as follows, assuming a lane capacity of 1600 vehicles per hour and no clearance interval. Critical Lane Method Result Intersection Capacity Utilization Result 800 vehicles per hour 50 percent 960 vehicles per hour 60 percent 1120 vehicles per hour 70 percent 1280 vehicles per hour 80 percent 1440 vehicles per hour 90 percent 1600 vehicles per hour 100 percent 1760 vehicles per hour 110 percent INTERSECTION CAPACITY UTILIZATION LEVEL OF SERVICE DESCRIPTION' Level of Volume to Service Description Capacity Ratio A Level of Service A occurs when progression is extremely 0.600 and below favorable and vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. B Level of Service B generally occurs with good progression 0.601 to 0.700 and/or short cycle lengths. More vehicles stop than for Level of Service A, causing higher levels of average delay. C Level of Service C generally results when there is fair 0.701 to 0.800 progression and/or longer cycle lengths. Individual cycle failures may begin to appear in this level. The number of vehicles stopping is'significant at this level, although many still pass through the intersection without stopping. D Level of Service D generally results in noticeable congestion. 0,801 to 0.900 Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high volume to capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Level of Service E is considered to be the limit of acceptable 0.901 to 1.000 delay. These high delay values generally indicate poor progression, long cycle lengths, and high volume to capacity ratios. Individual cycle failures are frequent. F Level of Service F is considered to be unacceptable to most 1.001 and up drivers. This condition often occurs when oversaturatlon, i.e., when arrival flow rates exceed the capacity of the intersection. It may also occur at high volume to capacity ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to. such delay levels. ' Source: _Highway Capacity Manual Special Report 209, Transportation Research Board, National Research Council Washington D.C., 2000. Existing Default Scenario Mon Dec 10, 2012 10:48:10 Page 2-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour i-------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 9) Method (Future Volume Alternative) Intersection Al Alameda Street (NS) at Vernon Avenue - West (EW) - Ala cycle (sec): 100 Critical Vol./Cap.(X): 1.454 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx - Optimal Cycle: 100 Level Of Service: - F Street Name: Alameda Street (West) Vernon Avenue . Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L - T - R L- T - R L - T - R ------------ I --------------- II --------------- II --------------- II ---------------I Control: Permitted. Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0. 1 0 1 0 0 1 0 1 0 ------------ I --------------- II---------------II---------------II-----------r---I .Volume Module: Base 'Vol: 53 1279 42 100 984 52 119 640 47 85 605 241 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bee: 70 1701 56 133 1309 69 158 851 63 113 805 321 Added Vol: 0 0. 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 .0 0 0 0 InitialFut: 70 1701 56 133 1309 69 158 851 63 113 805 321 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 3.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 70 1701 56 133 1309 69 158 851 63 113 805 321 Reduct Vol: 0 0 0 0 0 0 00 0 0 0 0 Reduced Vol: 70 1701 56 133 1309 . 69 158 852 63 113 805 321 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00, 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 70 1701 56 133 1309 69 158 851 63 113 805 321 I--------------- 11--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 . Adjustment: 1.00 1.00 1.00 1.o0 1.OD 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.94 0.06 1.00 1.90 0.10 0.30 1.59 0.12 0.18 1.30 0.52 Final Sat.: 1600 3098 102 1600 3039 161 472 2541 187 292 2079 828 ------------I--------------- II--------------- 11--------------- II ---------------I Capacity Analysis Module: Vol/Sat: 0.04 0.55 0.55 0.08 0.43 0.43 0.33 0.33 0.33 0.39 0.39 0.39 Crit Moves: Traffix 7.9.0215.(c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, -2012 10:48:30 Page 2-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) M}###K#rtK+#*###*##w#rtww###*K+*###}##+######*w#K#####*+*#*#ww#*rt#+*#*K#**w###*#+* Intersection N1 Alameda Street (NS) at Vernon Avenue - West (EW) - Illa Cycle (sec): 100 Critical Vol./Cap.(X): 1.502 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F K*}*#K*d###*##+#*###}#+#*#*K#*#}+#}#+KK##K+*K######KK#+**KK#}+w#}a**##K###K##+#K Street Name: Alameda Street (West) Vernon Avenue Approach: North Bound South Bound East Bound West Bound Movement: L- T- R L - T - R L - T R L - T R ------------ I---------------II---------------II--------------- II ---------------I Control: Permitted _ Permitted Split Phase Split Phase Rights: Include Include Include Include .Min'. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 1 0 0 1 0 1 0 ------------1---------------II---------------II---------------II---------------I Volume Module: Base- ase Vol: 50 1063 59 119 1008 74 201 639 93 126 718 235 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 67 1414 78 158 1341 98 267. 850 124 170 955 313 Added Vol: 0. 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 67 1414 78 158 1341 98 267 850 124 170 955 313 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 67 1414 78 158 1341 98 267 850 124 170 955 313 Reduct Vol: 0 0 0 0 0 0 0 0 .0 0 0 0 Reduced Vol: 67 1414 78 158 1341 98 267 850 124 170 955 313 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MIX Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 67 1414 78 158 1341 98 267 850 124 170 955 313 ------------ I--------------- II--------------- II----------- r---LI---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.89 0.11 1.00 1.86 0.14 0.43 1.37 0.20 0.24 1.33 0.43 Final, Sat.: 1600 3032 168 1600 2981 219 689 2192 319 379 2125 696 ------------I--------------II--------------`II---------------II---------------I Capacity Analysis Module: - Vol/Sat: 0.04 0.47 0.47 0.10 0.45 0.45 0.39 0.39 0.39 0.45 0.45 0.45 Crit Moves: **** **** K#*+ ***+ Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:40:10 Page 3-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 92 Alameda Street (NS) at 55th Street - West (EW) - #2a Cycle (sec): 100 Critical Vol./Cap.(X): 1.334 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Alameda Street (West) 55th Street Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L- T - R ------------I--------------- II --------------- II---------------II---------------I Control: Permitted Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 0 1 0 0 1! 0 0 ------------ I--------------- II--------------- II--------------- II ---------------I Volume Module: Base Vol: 36 1315 38 80 660 90 119 362 27- 11 171 65 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 98 1749 51 106 878 120 158 481 36 15 227 86 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0. PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 9B 1749 51 106 878 120 158 481 36 15 227 86 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 1749 51 106 878 120 158 481 36 15 227 86 Re'duct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 1749 51 106 878 120 158 481 36 15 227 86 PCE Adj: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.06 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 98 1749 51 106 878 120 156 981 36 15 227 86 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 .Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.94 0.06 1.00 1.76 0.24 0.25 0.75 1.00 0.04 0.69 0.26 Final Sat.: 1600 3110 90 1600 2816 384 396 1204 1600 71 1108 421 ------------ I---------------II---------------II---------------II---------------J Capacity Analysis Module: Vol/Sat: 0.03 0.56 0.56 0.07 0.31 0.31 0.90 0.90 0.02 0.21 0.21 0.21 Crit Moves: Traffix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 19-1 Vernon General Plan Circulation Element Update Existing _ Morning Peak Hour Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 1101 Alameda Street (NS) at Vernon Avenue - East (EW) - Nlb Cycle .(sec): 100 - Critical Vol./Cap.(X): 1.097 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxzxxx Optimal Cycle: 100 Level Of Service: F Street Name: Alameda Street (East) Vernon Avenue Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L- T - R L - T - R L - T- R ------------ I---------------II-_-------------II--------------- II ---------------I Control: Permitted Permitted Split Phase Split Phase Rights: Include Include include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 1 0 1 0 0 1 1 0 1 ------------I---------------II--------------- II---------------II---------------I Volume Module: Base Vol; 28 202 60 66 141 11 99 630 10B 9 892 79 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bee: 37 269 80 90 188 15 59 838 199 12. 1186 105 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 1 0 0 0 0 0 0 Initial Fut: 37 269 80 90 188 15 59 838 144 12 1186 105 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00 1.00 1.00 1.00 PHF Volume: 37 269 80 90 188 15 59 836 199 12 1186 105 - Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 .Reduced Vol: 37 269 80 90 188 15 59 838 199 12 1186 105 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 MLF Adj: 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 FinalVolume: 37 269 80 90 188 15. 59 838 199 12 1186 105 ------------ I--------------- 11--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600.1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 Lanes: 0.10 0.70 0.21 0.31 0.64 0.05 0.11 1.61 0.28 0.02 1.98 1.00 Final Sat.: 154 1114 331 495 1025 80 180 2578 992 32 3168 1600 ^---------- I---------------II---------------II---------------II--------------- I 'Capacity Analysis Module: Vol/Sat: 0.02 0.29 0.24 0.06 0.18 0.18 0.33 0.33 0.33 0.37 0.37 0.07 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario - Mon Dec 10, 2012 10:48:30 Page 19-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection 1101 Alameda Street (NS) at Vernon Avenue - East (EW.) - plb .Cycle (sec): 100 Critical Vol./Cap.(X): 1.1B6 Loss Time (sec).: 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F *****#*a***p}p****w#aw*}ppw p#*+*###*+#a}#a***#*#*as**a******}*#a****a+a*+aa*}**# Street Name: Alameda Street (East) Vernon Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II---------------II---------------II---------------I Control: Permitted Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 1 0 1 0 0 1 1 0 1 ------------ I --------------- 11--------------- II---------------- II ---------------I Volume Module: Base Vol: 15 244 46 65 161 10 30 762 25 1 1056 45 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 20 325 61 86 214 13 40 1013 33 1 1404 60 ,Added Vol: 0 0- 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 20 325 61 86 214 13 40 1013 33 1 1404 -60 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 -PHF Volume: 20 325 61 86 214 13 40 1013 33 1 1404 60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 20 325 61 86 214 13 40 1013 33 1 1404 60 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.60 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. FinalVolume: 20 325 - 61 86 214 13 40 1013 33 1 1404 60 -----------I--------------- II --------------- II --------------- 11---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1606 1600 1600 1600 1600 Adjustment: 1.00 1.0D 1.00 1.00 1..00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.05 0.80 0.15 0.28 0.68 0.04 0.07 1.87 0.06 0.00 2.00 1.00 Final Sat.: 79 1280 241 441 1092 68 118 2965 98 3 3297 1600 ------------ I ---------------II--------------- II ------------ ---II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.25 0.25 0.05 0.20 0.20 0.34 0.34 0.34 0.44 0.44 0.04 Crit Moves: **** **** wppp **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNEMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 9-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection g2 Alameda Street (NS).at 55th Street - West (EW) - N2a Cycle (sec): 100 Critical Vol./Cap.(X): 1.521 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Alameda Street (West) 55th Street Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T- R L - T - R ------------ I---------------II---------------II---------------II---------------I Control: Permitted Permitted -Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 ,0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 0 1 0 0 1!. 0 0 ------------ I----------------II---------------II---------------II---------------I Volume Module: Base Vol: 32 957 16 B2 1066 139 102 246 42 48 533 146 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: - 43 1273 21 109 1418 185 136 327 .56 64 709 194 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0. 0 0 0 0 0 0 Initial Fut:. 43 1273 21 109 1418 185 136 327 56 64 709 194 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj; 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 43 1273 21 109 1418 185 136 327 56 64 709 194 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol:. 43 1273 21 109 1418 105 136 327 56 64 709 194 PCE-Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: -43 1273 21 109 1418 185 136 327 56 64 709 194 --------------------------- II --------------- II-------------- '11---------------I Saturation Flow Module: Sat/Lane: 1600.1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.97 0.03 1.00 1.77 0.23 0.29 0.71 1.00 0.07 0.73 0.20 Final Sat.: 1600 3147 53 1600 2831 369 469 1131 1600 -106 1173 321 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.03 0.40 0.40 0.07 0.50 0.50 0.29 0.29 0.03 0.60 0.60 0.60 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 4-1 ------------------------------------------------------------------------------- Vernon General Plan Circulation Element Update Existing Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection 13 Santa Fe Avenue (NS) at 25th Street (EW) - 43 Cycle (sec): - 100 Critical Vol:/Cap.(X): 0.891 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level 0£ Service: D Street Name: Santa Fe Avenue 25th Street Approach: North Bound - South Bound East Bound West Bound Movement: L - T R L T - R L - T - R L - T - R ------------ I --------------- 11--------------- --------------- -I Control: Prot+permit Prot+permit Prot+Permit Prot+Permit Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 0 1 0 --------- ---1--------------- II--------------- II--------------- II ---------------I Volume Module: Base Vol: 77 1177 113 77 1016 45 23 71 70 142 160 103 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 102 1565 150 102 1351 60 31 94 93 189 213 137 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 102 1565 150 102 1351 60 31 94 93 189 213 - 137 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 1021565 0- 102 1351 0 31 94 93 189 213 137 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol:- 102 1565 0 102 1351 0 31 94 .93 189 213 137 PCE Adj: 1.00 1.00 0.00 1.00. 1.00 0.00 2.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: -1.00 2.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 102 1565 0 102 1351 0 31 94 93 189 213 137 ------------ I--------------- 11--------------- II--------------- 11---------------I Saturation Flow Module: Sat/Lane: 1600 1600 -1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0o 1.00 1.00 1..00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 0.61 0.39 Final Sat.: 1600,3200 1600 1600 3200 1600 1600 1600 1600 1600 973 627 ------------ I --------------- 11--------------- II--------------- 11---------------I Capacity Analysis Module: Vol/Sat: 0.06 0.49 0.00 0.06 0.42 0.00 0.02 0.06 0.06 0.12 0.22 0.22 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 20-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour Level Of Service Computation Report ICU1(Loss as Cycle Length S) Method (Future Volume Alternative) Intersection 9102 Alameda Street (NS) at 55th Street - East (EW) - #2b Cycle (sec): 100 Critical Vol./Cap.(X): 0.735 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: C Street Name: Alameda Street (East) 55th Street Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L - T - R L - T - R L - T- R ------------ I ---------------II--------------- II---------------II---------------I Control: Permitted Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: -0 0 0 0 0 0 0 0 0 0 0 0 Lanes: - 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 1 0 0 1 ------------ I---------------II---------------II---------------II---------------I Volume Module: - Base Vol: 8 59 19 5 13 38 199 257 24 2 201 13 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: "11 72 19 7 17 51 265 392 32 3 267 17 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 11 72 19 7 17 51 265 342 32 3 267 17 User Adj: 1.00 1.00 1.00 1.00 1.00 I.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 11 72 19 7 17 51 265 392 32 3 267 17 Reduct Vol: 0 0 0 0 0 0 0 0 - 0 0 0 0 Reduced Vol: 11 72 19 7 17 51 265 392 32 3 267 17 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 11 72 19 7 17 51 265 392 32 3 267 17 ---------------------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.11 0.71 0.18 0.09"0.23 0.68 0.41 0.54 0.05 0.01 0.99 1.00 Final Sat.: 166 1137 . 295 143 371 1086 663 857 60 16 1584 1600 ------------ I---------------II---------------II-----------=---II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.06 0.06 0.00 0.05 0.05 0.40 0.40 0.40 0.17 0.17 0.01 Crit Moves: ww**rt*****#**rt**w*w**w}w***w***ww}hh«*************}****w*********}ww*}#h**hh#**} Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 20-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour ----------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method -(Future Volume Alternative) Intersection #102 Alameda Street (NS) at 55th Street - East (EW) - 82b ********#*#**WW#***+***#A*****kA###*w**A******A***A#***#*#**#'*****#*******A**A** Cycle (sec): 100 Critical Vol./Cap.(X): 1.040 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Alameda Street (East) 55th Street .Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T- R L- T - R --_____-____I_______________II______-_____---II_____--______--11____-____--____I Control: Permitted Permitted Split Phase Split Phase .Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1!0 0 0 1 0 0 1 Volume Module: Base Vol: 6 91 9 24 35 206 44 288 12 1 515 6 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bee: 8 55 12 32 47 274 59 383 16 1 685 11 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 8 55 12 32 47 274 59 383 16 1 685 11 "User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 6 55 12 32 47 274 59 3B3 16 1 685 11 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 8 55 12 32 47 274 59 383 16 1 685 it PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 8 55 12 32 47 274 59 383 16 1 685 11 ------------I---------------II--------------- II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.11 0.73 0.16 0.09 0.13 0.78 0.13 0.84 0.03 0.00 1,00 1.00 Final Sat.: 171 1171 257 145 211 1244 205 1340 56 3 1597 1600 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: D-00 0.05 0.05 0.02 0.22 0.22 0.29 0.29 0.29 0.43 0.43 0.01 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to MUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 - Page 4-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour ----------------------------------------------------------- Level Of Service Computation Report ICU1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 13 Santa Fe Avenue (NS) at '25th Street (EW) - 13 Cycle (sec): 100 Critical Vol./Cap.(X): 1.014 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Santa Fe Avenue 25th Street Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T- R ------------ I ---------------II---------_----- II---------------II---------------I Control: Prot+Permit Prot+Permit Prot+permit_ Prot+permit Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 0 1 0 ------------I--------------- II--------------- II--------------- 11---------------I Volume Module: Base Vol: 80 1072 133 105 1108 21 253 244 93 117 138 68 .Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 106 1426 177 - 140 1474 28 336 325 124 156 184 90 Added Vol: 0 0 0 0 0 0 0. 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 106 1426 177 140 1474 28 336 325 124 156 184 90 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00, 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 106 1426 0 140 1474 0 336 325 124 156 184 90 Reduct Vol: 00 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 106 1426 0 140 1474 0 336 325 124 156 184 90 PCE. Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 106 1426 0 140 1474 0 336 325 124 156 184 90 ------------I----------------II---------------II--------------- II ---------------I Saturation Flow Module: -- Sat/Lane: 1600 1600 1660 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.0d 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 0,67 0.33 Final Sat.: 1600. 3200 1600 1600 3200 1600 1600 1600 1600 1600 1072 528 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.07 0.45 0.00 0.09 0.46 0.00 0.21 0.20 0.08 0.10 0.17 0.17 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA 9 Default Scenario Mon Dec 10, 2012 10:48:10 Page 5-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour ------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection 04 Santa Fe Avenue (NS) at 38th Street (EW) - 44 Cycle (sec): 100 Critical Vol./Cap.(X): 0.956 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level 0£ Service: - E Street Name: Santa Fe Avenue 38th Street Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I--------------- II --------------- II--------------- I ---------------I Control: Prot+Permit Prot+Permit Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 0 1 0 0 0 0 0 ------------I---------------II--------------- II--=------------II---------------I Volume Module: Base Vol: 102 1304 178 94 967 151 28 167 61 0 0 0 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 136 1734 237 125 1286 201 37 222 81 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 136 1734 231 125 1286 201 37 222 81 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PST Volume: 136 1734 237 125 1286 201 37 222 81 0 0- 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 136 1734 237 125 1286 201 37 222 81 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1,.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 136 1734 237 125 1286 - 201 37 222 -81 0 0 0 ------------I--------------- II---------------II-----=---------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: . 1.00 1.76 0.24 1.00 1.73 0.27 0.14 0.86 1.00 0.00 0.00 0,00 Final Sat.: 1600 2816 384 1600 2768 432 230 1370 1600 0 0 0 - ----^------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.08 0.62 0.62 0.08 0.46 0.46 0.02 0.16 0.05 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 5-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection fl9 Santa Fe Avenue (NS) at 38th Street (EW) - 14 Cycle (sec): 100 Critical Vol./Cap.(X): 1.011 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 - Level Of Service: F . Street Name: Santa Fe Avenue 38th Street Approach:North Bound South Bound East Bound West Bound Movement: L - T - R L - T R L - T - R L 7 T - R ------------ I --------------- II---------------II------------`--II---------------I Control: Prot+Permit Prot+Permit Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 0 1 0 0 0 0 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 95 978 219 151 1346 122 20 247 80 0 0 0 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 126 1301 291 201 1790 162 27. 329 106 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 126 1301 291 201 1790 162 27 329 106 0 0 0 User Adj: 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00.1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 126 1301 291 201 1790 162 27 329 106 0 0 0- Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 126 1301 291 201 1790 162 27 329 106 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 126 1301 291 201 1790 162 27 329 106 0 0 0 ---------------------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 .1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.63. 0.37 1.00 1.83 0.17 0.07 0.93 1.00 0.00 0.00 0.00 Final Sat.: 1600 2615 5B5 1600 2934 266 220 1480 1600 0 0 0 =----------- I --------------- II--------------- II--------------- 11---------------I Capacity Analysis Module: Vol/Sat: 0.08 0.50 0.50 0.13 0.61 0.61 0.02 0.22 0.07 0.00 0.00 0.00 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 6-1 Vernon General Plan Circulation Element Update . Existing Morning Peak Hour ------------------------------------------------------------------------------ Level Of Service Computation Report ICU 1(Lo5s as Cycle Length %) Method (Future Volume Alternative) Intersection 45 Santa Fe Avenue (NS) at Vernon Avenue (EW).- 45 Cycle (sec): _100 Critical Vol./Cap.(X): 0.972. Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: - E Street Name: Santa Fe Avenue - Vernon Avenue Approach: North Bound South -Bound - East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R _----------- I --------------- II --------------- II --------------- II -_______-----__I Control: Prot+Permit Prot+Permit - Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 0 1! 0 0 0 1 0 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1517 109 7.9 962 4 2 10 3 142 4 138 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 3 2018 145 105 1279 5 3 13 4 189 5 184 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0. 0 0 0 0 0 0 Initial Fut: 3 2018 145 105 1279 5 3 13 4 189 5 184 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 '1.00 2.00 1.00 1.00 1.00 PHF Volume: 3 2018 145 105 1279 5 3 13. 4 189 5 184 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 2018 145 105 1279 5 3 13 4 189 5 184 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 3 2018 145- 105. 1279 5 3 13 4 189 5 184 ------------ I--------------- II--------------- 11--------------- 11---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600. 1600 Adjustment: 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.87 0.13 1.00 1.99 0.01 0.13 0.67 0.20 1.00 0.03 0.97 Final Sat.:. 1600 2985 215 1600 3187 13 213 1067 320 1600 45 1555 ------------ I --------------- II--------------- 11--------------- II ---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.68 0.68 0.07 0.40 0.40 -0.00 0.01 0.01 0.12 0.12 0.12 Crit Moves: Traffix 7.9,0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 6-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 15 Santa Fe Avenue (NS) at Vernon Avenue (EW) Cycle (sec): 100 Critical Vol./Cap.(X): - 0.923 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle:. 100 - Level Of Service: - E Street Name: Santa Fe Avenue Vernon Avenue - Approach: North Bound South Bound East Bound West Bound Movement: L. - T - R L - T - R L - T - R L - T - A ------------ I--------------- II--------------- II---------------- II ---------------I Control: Prot+Permit Prot+Permit Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 0 1! 0 0 0 1 0 1 0 ------------ I--------------- II--------------- II--------------- II ---------------I Volume Module: Base Vol: 3 1199 108 122 1245 1- 24 20 6 165 7 117 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse.: 4 1595 194 162 1656 1 32 27 8 219 9 156 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 'PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 4 1595 144 162 1656 1 32 27 8 219 9 156 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 -1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 4 1595 144 162 1656 1 32 27 8 .219 9 156 Reduct Vol: 0 0 0 0 0. 0 0 0 0 0 0 0 Reduced Vol: 4 1595 144 162 1656 - 1 32 27 8 219 9 156 PCE Adj: 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00 1.00 1.00 FinalVolume: 4 1595 144 162 1656 1 32 27 8 219 9 156 ------------I---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.83 0.17 1.00 2.00 0.00 0.48. 0.40 0.12 1.00 0.19 0.81 Final Sat.: 1600 2936 264 1600 3197 3 768 640 192 1600 304 1296 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: .Vol/Sat: 0.00 0.54 0.54 0.10 0.52 0.52 0.02 0.09. 0.04 0.14 0.03 0.12 Crit Moves: Traf£ix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 7-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour -------------------------------------------------- ------------------------------ Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative)- #**#R****#*R*#*R#R#*#***##*R*R##R#*##wR*#*###*#**##R###****###*###***###*R*#*#*# Intersection N6 Santa Fe Avenue (NS) at Vernon Avenue/Pacific Boulevard (EW) - A Cycle (sec): 100 Critical Vol:/Cap.(X): 0.919 - - Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Street Name: Santa Fe Avenue Vernon Avenue/Pacific Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R -------_---- I ---------------II--------_------ II --------------- II ---------------I -Control: Prot+Permit Protected Protected Prot+permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 0 2 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 89 997 19 94 770 240 242 235 90 26 384 482 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 118 1326 25 125 1024 319 189 313 120 35 511 641 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 118 1326 25 125 1024 319 189 313 120 35 511 641 User Adj: 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 118 1326 25 125 1024 319 189 313 120 35 511 641- Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 .Reduced Vol: 118 1326 25 125 1024 319 169 313 120 35 511 641 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1.00 1.00 1.00 FinalVolume: 118 2326 25 125 1024 319 1B9 313 120 35 511 641 ------------ I--------------- II--------------- 11--------------- II ---------------I .Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.96 0.04 - 1.00 1.52 0.48 1.00 2.17 0.83 1.00 2.00 2.00 Final Sat.: 1660 3140 60 1600 2440 760 1600 3471 1329 1600 3200 3200 ------------ 1--------------- II--------------- 11--------------- II ---------------I Capacity Analysis Module: Vol/Sat: 0.07 0.42 0.42 0.08 0.42 0.42 0.12 0.09 0.09 0.02 0.16 0.20 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to XUN2MAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 - Page 7-1 Vernon General Plan Circulation Element Update Existing - Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 4) Method (Future Volume Alternative) Intersection 06 Santa Fe Avenue (NS) at Vernon Avenue/Pacific Boulevard (EW) - $ Cycle (sec): 100 Critical Vol./Cap.(%): 0,957 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Street Name: Santa Fe Avenue Vernon Avenue/Pacific Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I---------------II---------------II---------------II---------------I Control: Prot+Permit Protected Protected Prot+permit. Rights: - Include Include Include Include Min. Green: 0 0 0 0 0 - 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 0 2 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 100 863 26 170 1083 155 170 358 64 30 285 267 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 .1.33 1.33 1.33 1.33 Initial Bee: 133 1148 35 226 1440 206 226 476 85 40 379 -355 Added Vol: 0 0 0 0 0 0 0 0 0 0 .0- 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 133 1148 35 2261440 206 226476 85 40 379 355 User Adj: 1.00 1.00 1.00 1.00 1.00 .1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.001.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 133 1140 35 226 1440 206 226 476 85 40 379 355 Reduct Vol: 0 0 0 0 0 0 0 0 0 - 0 0 0 Reduced Vol: 133 1148 35 226 1440 206 226 476 85 40 379 355 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 133 1148 35 226 1440 206 226 476 85 40 379 355 ---------------------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 -Lanes: 1.00 1.94 0.66 1.00 1.75 0.25 1.00 2.55 0.46 1.00 2.00 2.00 Final Sat.: 1600 3106 94 1600 2799 401 1600. 4072 728 1600 3200 3200 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.08 0.37 0.37 0.14 0.51 0.51 0.14 0.12 0.12 0.02 0.12 0.11 Crit Moves: *%** **** K*** ***• Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:98:10 Page 8-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 117 Soto Street (NS)at 26th Street (EW) - 47 Cycle (sec): 100 Critical Vol./Cap.(X): 1.009 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Soto Street 26th Street Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L T - R L- T - R ------------ I --------------- II --------------- II --------------- II ---------------I Control: Prot+Permit. Prot+Permit Prot+Permit Prot+Permit Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 0 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: - - Base Vol: 121 12D3 56 117 1069 109 39 92 93 27 240 96 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 161 1600 79 156 1422 138 52 122 57 36 319 128 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol:. 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 161 1600 79 156 1422 138 52 122 57 36 319 128 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.001.00 0.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 161 1600 0 156 1.422 136 52 -122 57 36 319 128 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 161 1600 0 156 1422 138 52 122 57 36 319 128 PCE Adj: 1.00 1.00 0.00 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 161 1600 0 156 1422 138 52 122 57 36 319 128 ------------ 1--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.68 0.32 1.00 0.71 0.29 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1090 510 1600 1143 457 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat:, 0.10 0.50 0.00 0.10 0.99 0.09 0.03 0.11 0.11 0.02 0.28 0.28 Crit Moves: **** **++ +#»» **+» Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 8-1 -------------------------------------------------------------------------------- Vernon General Plan Circulation Element Update - Existing Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection ill Soto Street (NS) at 26th Street (EW) - 117 Cycle (sec): 100 Critical Vol./Cap.(X): 1.181 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Soto Street 26th Street Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L- T - A L - T - R ------------I--------------- II---------------II---------------II---------------I Control:- Prot+permit Prot+Permit - Prot+Permit Prot+Permit Rights: Ignore Include Include- Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1. 0 0 1 0 - ------=---- I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 59 1178 96 225 1407 51 97 385 65 36 112 149 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1,33 1.33 1.33 1.33 Initial Bse: 78 1567 61 299 1871 68 129. 512 86 98 149 198 .Added Vol: 0 0 0 0' 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 78 1567 61 299 1871 - 68 129 512 86 98 149 198 User Adj: 1..00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 78 1567 0 299 1871 68 129 512 86 98 149 198 Reduct-Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 78 1567 0 299 1871 68 129 512 86 98 149 198 PCE Adj: 1.00 1.00 O.DO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 78 1567 0 299 1871 68 129 512 86 98 149 19B ------------I---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.0Q 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0o Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.86 0.14 1.00 0.43 0.57 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1369 231 1600. 687 913 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0,05 0.49 0.00 0.19 0.58 0.04 0.08 0.37 0.37 0.03 0.22 0.22 Crit Moves: ***« ***+ *+** *+++ Tra£fix 7.9.0215 (c) 2008 Dowling Assoc. Licensed t0 AUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 9-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour ________________________________________________________________________________ Level Of. Service Computation Report ICU ].(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 40 Soto Street (NS) at Bandini Boulevard (EW) - 08 - Cycle (sec): 100 Critical Vol:/Cap.(X): 0.951- Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Street Name: - Soto Street Bandini Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L- - T - R L - T - R ------------ _______ Control: Protected Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0. 0 0 0 0 0 0 0 0 0 Lanes: 1 0 3. 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I ---------------II--------------- II---------------II---------------I Volume Module: Base Vol: ' 69 1166 89 56 966 127 102 303 59 165 619 103 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 92 1551 112 79 1285 169 136 403 78 219 823 137 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 92 1551 112 79 1285 169 136 403 78 219 823 137 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 92 1551 112 79 1285 169 136 403 78 219 823 137 Reduct Vol: 0 0- 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 92 1551 112 79 1285 169 136 403 78 219 823 137 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 92 1551 112 79 1285 169 136 403 78 219 823 137 ------------ I--------------- II--------------- 11--------------- 11---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600'1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.87 0.13 1.00 1.77 0.23 1.00 2.51 0.49 1..00 2.57 0.43 Final Sat.: 1600 2985 215 1600 2828 372 1600 4018 782 1600 4115 685 ------------ I---------------II---------------II---------------II---------------I' Capacity Analysis Module: Vol/Sat: 0.06 0.52 0.52 0.05 0.45 0.45 0.08 0.10 0.10 0.14 0.20 '0.20 Crit. Moves: Traffix 7.9.0215 (c).2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 . Page 9-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour ------------------------------------------------------------------------------ Level Of Service Computation Report ICU Moss as Cycle Length %) Method (Future Volume Alternative) Intersection 1e Soto Street (NS) at Bandini Boulevard (EW) - 48 Cycle (sec): 100 Critical Vol./Cap.(X): 1.003 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx .Optimal Cycle: 100 Level Of Service: F Street Name: Soto Street - Bandini Boulevard Approach: North Bound South Bound - East Bound West Bound Movement: L - T - R L - T - R L- T - R L- T - R ------------ _____ Control: Protected Prot+permit Prot+permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I ---------------II--------------- II---------------II---------------I Volume Module:. Base Vol: 39 1033 130 116 1348 75 170 574 60 124 377 62 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 52 1374 173 154 1793 100 226 763 80 165 501 82 Added Vol: 0 0 0 0 0 0. 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 52 1374 173 154 1793 100 226 763 80 165 501 82 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1..00 1.00 1.00 1.00 1.00 1.00 1.00 PHF volume: 52 1374 173 154 1793 100 226 763 80 165 501 62 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 52 1374 173 154 1793 100 226 763 80 165 501 82 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 52 1374 173 154 1793 100 226 763 80 165 501 82 ------------ I--------------- 11--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.78 0.22 1.00 1.89 0.11 1.00 2.72 0.28 1.00 2.58 0.42 Final Sat.: 1600 2842 358 1600 3031 169 1600 4346 454 1600 4122 678 ------------ I --------------- II ---------------II------- - ------- II ---------------I Capacity Analysis Module: Vol/Sat: 0.03 0.48 0.48 0.10 0.59 0.59 0.14 0.18 0.18 0.10 0.12 0.12 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to XUNZMAN ASSOC, ORANGE CA Default Scenario ,Mon Dec 10, 2012 10:48:10 Page 10-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection $9 Soto Street (NS) at Vernon Avenue (EW) - N9 Cycle (sec): 100 Critical Vol./Cap.(X): O.B61 Loss Time (aec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Street Name: Soto Street Vernon Avenuie Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L - T - R L- T - R L - T - R ------------ 1------------- `-II --------------- II--------------- II ---------------I . Control: Prot+permit Prot+Permit Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 - 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 1 0 0 1 0 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 62 1028 20 63 899 112 53 83 39 9 168 241 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 82 1367 27 84 1196 149 70 110 52 12 223 321 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 82 1367 27 84 1196 149 70 110 52 12 223 321 User Adj: 1.00 1.00 1.00 1.00 1.00 l.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 82 1367 27 84 1196 149 70 110 52 12 223 321 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 82 1367 21 84 1196 149 70 110 52 12 223 321 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 62 1367 27 84 1196 149 70 110 52 12 223 321 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: .Set/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.96 0.04 1.00 1.78 0.22 0.61 0.95 0.45 0.04 0.96 1.00 Final Sat.: 1600 3139 61 1600 2845 355 969 1518 713 69 1531 1600 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.05 0.44 0.44 0.05 0.42 0.42 0.07 0.07 6.07 0.17 0.15 0.20 Crit Moves: Traffix 7.9,0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:46:30 Page 10-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU l(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 19 Soto Street (NS) at Vernon Avenue (EW) - 49 Cycle (sec): 100 Critical Vol./Cap.,(X):.- 0.948 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: E ********wrt**#*wrt*w#**w**w******#**w*+wT#*#**W*W**T#********ww***###*****rt##***+* Street Name: Soto Street Vernon Avenuie Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L - T - R L - T - R L - T - R ------------ I --------------- II---------------II-------------.--II---------------I Control: Prot+permit Prot+permit Split Phase Split Phase 'Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 1. 0 0 1 0 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 48 872 14 141 1268 48 106 204 76 22 98 121 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 2.33 1.33 1.33 1.33 Initial Bse: 64 1160 19 188 1686 64 141 271 '101 29 130 161 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 .Initial Fut: 64 1160 19 188 1686 64 141 271 101 29 130 162 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 64 1160 3.9 188 1686 64 141 271 101 29 130 161 Reduct Vol: 0 0 0 0 00 0 0 0 0 0 0 Reduced Vol: 64 1160 19 188 1686 64 141 271 101 29 130 161 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj; 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 64 1160 19 188 1686 64 141 271 101 29 130 161 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: - Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.97 0.03 1.00 1.93 0.07 0.55 1.06 '0.39 0.18 0.82 1.00 Final Sat.: 1600 3149 51 1600 3003 117- 879 1691 630 292 1308 1600 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.04 0.37 0.37 0.12 0.55 0.55 0.16 0.16 0.16 0.10 0.10 0.10 Crit Moves: #*** •**+ +*** T**♦ Tra£fix 7.9.0215 (c) 2006 Dowling Assoc. Licensed to KUNZMAN. ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 11-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection 110 Soto Street (NS) at Leonis Boulevard (EW) - A10 Cycle (sec): 100 Critical Vol./Cap.(X): - 0.876 Loss Time (sec):10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Street Name: Soto Street Leonis Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L- T- R L - T - R L- T - R ------------I--------------- II -----------_---II--------------- II ---------------I Control: Prot+permit Prot+Permit Prot+Permit Prot+Permit j Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 I Lanes: 1, 0 1 1 0 1 0 1 1 0 1 0 1 1 '0 1 0 1 1 0 ------------I--------------- II---------------II---------------II---------------I Volume Module: Base Vol: 91 800 96 81 635 62 76 212 21 88 494 132 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 55 1170 61 108 895 82 101 282 28 117 657 176 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 55 1170 61 106 895 82 101 282 28 117 657 176 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 55 1170 61 108 895 82 101 282 28 117 657 176 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 55 1170 61 108 895 B2 101 282 28 117 657 176 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 FinalVolume: 55 1170 61 108 895 82 101 282 28 117 657 176 ------------I --------------II---------------11---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 2600 1600.1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.90 0.10 1.00 1.82 0.18 1.00 1.82 0.18 1.00 1.56 0.42 .Final Sat.: 1600 3041 159 1600 2915 285 -1600 2912 288 1600 2525 675 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.03 0.38 0.38 0.07 0.29 0.29 0.06 0.10 0.10 0.07 0.26 0.26 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 11-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour --------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length %) Method (Future Volume Alternative) - Intersection 010 Soto Street INS) at Leonis Boulevard (EW) - 410 Cycle (sec): 100 Critical Vol./Cap.(X): 0.814 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Street Name: Soto Street LeoniS'Boulevard 'Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T- R L - T - R ------------ I --------------- II --------------- II --------------- II ---------------I Control: Prot+Permit Prot+permit - Prot+permit Prot+permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 ------------ I-------=-------II---------------II---------------II---------------I Volume Module: Base Vol: 19 674 93 124 1069 59 84 384 43 62 281 98 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 25 896 124 165 1422 76 112 511 57 82 374. 130 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 25 896 124 165 1422 78 112 511 57 - 82 374 130 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.60 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 25 896 124 165 1422 ,78 112 511 57 82 374 130 Reduct Vol: 0 0 0 .0 - 0 0 0 0 0 0 0 0 Reduced Vol: 25 896 124 165 1422 78 112 511 57 62 374 130 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .MLF Adj: 1.00 1.00 1-.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 25 896 124 165 1422 78 112 511 57 82 374 130 ------------ I--------------- II --------------- 11--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 16001600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 l.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.76 0.24 2.00 1.90 0.10 1.00 1.80 0.20 1.00 1.48 0.52 Final Sat.: 1600 2812 388 1600 3033 167 1600 2878 322 1600 2373 827 ------------ 1--------------- 11--------------- 11--------------- 11------ ---------I Capacity Analysis Module: V0l/Sat:. 0.02 0.32 0.32 0.10 0.47 0.47 0.07 0.18 0.18 0.05 0.16 0.16 Crit Moves: **** *#** *rt** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to EUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec.10, 2012 10:48:10 Page 12-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour ________________________________________________________________________________ Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) - Intersection ill Soto Street (NS) at Fruitland Avenue (EW) Cycle (sec): 100 Critical Vol./Cap.(X): 0.806 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Street Name: Soto Street Fruitland Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R. L - T - R L - T - R L- T - R ------------ I --------------- II--------------- II------ _------ -_11___-___________I Control: Prot+permit Prot+Permit Prot+permit Prot+Permit Rights: Include - Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 89 798 25 44 509 184 65 140 23 28 235 74 Growth Adj: 1.33 1,33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 118 1061 33 59 677 245 113 186 31 37 313 98 Added Vol: 0 -0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 118 1061 33 59 677 245 113 186 31 37 313 98 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:- 118 1061 33 59 677 245 113 186 31 37 313 98 Reduct Vol: 0 0- 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 118 1061 33 59 677 245 113 186 31 37 313 98 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 116 1061 33 59 677 245 113 186 31 37 313 98 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.94 0.06 1.00 1.47 0.53 1.00 0.860.14 -1.00 0.76 0.24 Final Sat.: 1600 '3103 97 1600 2350 650 1600 1374 226 1600 1217 383 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: - Vol/Sat: 0.07 0.34 0.34 0.04 0.29 0.29 0.07 0.24 0.14 0.02 0.26 0.26 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 12-1 -------------------------------------------------------------------------------- Vernon General. Plan Circulation Element Update Existing Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection 011 Soto Street (NS) at Fruitland Avenue (EW) - 811 Cycle (sec): 100 Critical Vol./Cap.(X): 0.879 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Street Name: Soto Street Fruitland Avenue Approach: North Bound South Bound East Bound - West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- 11---------------I Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------ I --------------- 11--------------- II--------------- II ---------------I Volume Module: - - Base Vol: 51 544 36 86 862 93 169 335 49 25 169 52 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse:_ 68 724 48 114 1146 124 225 446 65 33 225 69 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 68 724 48 114 1146 124 225. 446 65 33 225 69 User.Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 'PHF Volume: 68 724 40 114 1146 124 225 446 65 33 225 69 Reduct Vol: 0 0 0 0 0 0 0 0 0. 0 0 0 Reduced Vol: 68 724 48 114 1146 124 225 446 65 33 225 69 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 68 724 48 114 1146 124 225 446 65 33 225 69 ------------I--------------- II ---------------II--------------- II ---------------I Saturation Flow Module; Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: - 1.00 1.88 0.12 1.00 1.81 0.19 1.00 0.67 0.13 1.00 0.76 0.24 Final Sat.: 1600 3001 199 1600 2888. 312 1600 1396 204 1600 1224 376 ---------- --I ------- -------- II --------------- II --------------- 11---------------I Capacity Analysis Module: Vol/Sat: 0.04 0.24 0.24 0.07 0.40 0.40 0.14 0.32 0.32 0.02 0.18 0.18 Crit Moves:' *+** **** **** *#** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 13-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length %) Method (Future Volume Alternative) Intersection #12 Boyle Avenue/State Street (NS) at Slauson Avenue (EW) - 112 Cycle (sec): 100 Critical Vol./Cap.(X): 1.081 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F "Street Name: Boyle Avenue/State Street Slauson Avenue Approach: North Bound South Bound East Bound West Bound Movement: L. - T - R L - T - R L - T - R L- T - R ----------------------------II---------------II---------------IF---------------I Control: Prot+Permit Prot+Permit - Prot+Permit Prot+Permit Rights:. Include Include Include Include Min. Green: 0 0 0 0 0 0 0 -0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 ------------ I--------------- II--------------- II--------------- 11---------------I Volume Module: Base Vol: 280 909 235 19 162 22 59 688 129 181 859 45 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bee: 372 1209 313 25 215 29 78 915 172 241 1142 60 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 372 1209 313 25 215 29 78 915 172 241 1142 60 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 372 1209 313 25 215 29 78 915 172 241 1142 -60 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 372 1209 313 25 215 29 76 915 172 241 1142 60 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 "1.00 FinalVolume: 372 1209 313 25 215 29 78 915 172 241 1142 60 ------------I--------------- II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 2600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.59 0.41 1.00 1.76 0.24 1.00 1.68 0-.32 1.00 1.90 0.10 Final Sat.: 1600 2543 657 1600 2817 383 1600 2695 505 1600 3041 159 ------------ I --------------- II---------------JI---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.23 0.48 0.48 0.02 0.08 0.08 0.05 0.34 0.34 0.15 0.38 0.38 Crit'MOves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC,. ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 13-1 --------------------------------------------------------------------------- Vernon General Plan Circulation Element Update Existing - - Evening Peak Hour ------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) -- rt#rtrt******rt}*****rt*****%*#rt**+w*rt*w***#*K***�}**%}}*w**'K*rte**+******K*K**w*w**K* Intersection �12 Boyle Avenue/State Street (NS) at Slauson Avenue (EW) - 112 Cycle (sec): 100 Critical Vol./Cap.(X): 1.202 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay-(sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Boyle Avenue/State.Street Slauson Avenue Approach: North Bound South Bound East Bound- West Bound Movement: L - T - R L - T - R L - T - R L - T R ------------I---------------II---------------II---------------II---------------I Control: Prot+Permit Prot+permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0_ 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 ------------ I--------------- II--------------- II--------------- II---------------I Volume Module: - Base Vol: 132 224 122 55 771 42 30 860- 219 248 855 23 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bee: 176 298 162 73 1025 56 40 2144 291 330 1137 31 - Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 176 298 162 -73 1025 56 40 1144 291 330 1137 31 User Adj: 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 -1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.09 PHF Volume: - 176 298 162 73 1025 56 40 1144 291 330 2137 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 'Reduced Vol: 176 298 162 73 1025 56 40 1144 291 330 1137 31 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1-.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 176 298 162 73 1025 56 40 1144 291 330 1137 31 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: - Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.29 0.71 1.00 1.90 0.10 1.00 1.59 0.41 1.00 1.95 0.05 Final Sat.: 1600 2072 1128 1600 3035 165 1600 2551 649 1600 3116 84 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.11 0.14 0.14 0.05 0.34 0.34 0.02 0.45 -0.45 0.21 0.36 0.36 Crit Moves: **** ***•rt*## *##* Traffix 7.9.0215-(c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 14-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour - -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #13 Downey Road (NS) at Washington Boulevard (EW) - #13 Cycle (sec): 100 Critical Vol./Cap.(X): - 0.868 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Street Name: Downey Road Washington Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - "R L- T - R ------------ --------------- II--------------- II__ ------------- II_ -___-_-__-____I Control: Protected Protected Protected Protected Rights: Include Include Ovl Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1 ---------------------------II---------------II---------------II---------------I Volume Module: Base Vol: 199 960 36 35 656 208 131 108 133 79 531 87 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1,33 1.33 1.33 1.33 1.33 .Initial Bee: 265 1277 48 47 872 277 174 144 177 105 706 116 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0. 0 0 0 0 0 0 Initial Fut: 265 1277 48 47 872 277 174 144 177 105 706 116 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: - 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 265 1277 40 47 872 277 174 144 177 105 706 116 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 265 1277 48 47 872 277 174 144 177 105 706 116 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00 1.00 1.60 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 265 1277 48 47 872 277 174 144 177 105 706 116 OvlAdjVol: 0 ------------ I_____---------- II--------------- II--------------- II ---_-__________I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600, 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3200 1600 1600 3200 1600 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.17 0.40 0.03 0.03 0.27 0.17 0.11 0.04 0.11 0.07 0.22 0.07 OvlAdjV/S: 0.00 Crit Moves: **** **** **#* **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 19-1 -------------------------------------------------------------------------------- Vernon General Plan Circulation Element Update .� Existing Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection #13 Downey Road (NS) at Washington Boulevard (EW) - f13 Cycle (.sec): 100 Critical Vol./Cap.(X): 0.920 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level 0£ Service: E Street Name: Downey Road Washington Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L T - R L - T - R --------------------- --------------- --------------- II ---------------I Control: Protected -Protected Protected Protected Rights: Include Include Ovl include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1 1 0. 2 0 1 ----------- I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 132 838 73 109 964 188 172 688 290 - .29 240 30 Growth Adj: 1.33 1.33 1.33 1.33 1.33- 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 176 1115 97 145 1282, 250 229 925 386 39 319 90 Added Vol: 0 0 0 0 0 - 0 0. 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 176 1115 97 145 1282 280 229 915 386 39 319 90 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.QO 1.00 '1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 176 1115 97 145 1262 250 229 915 386 39 319 90 Reduct-Vol: 0 0 0 0 0- 0 0 0 0 0 0 0 Reduced Vol: 116 1115 - 91 111 1211 250 229 915 386 39 31.9 90 PCE Adj: 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 176 1115 97 145 1282 250 229 915 -386 39 319 90 Ov1AdjVo1: 210 --------------------------- II---------------II---------------II---------------I .Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1.600 1600 1600 Adjustment: 1.00 1.00 1.00 1.o0 1.00 1.00 .1.00 1.00 1.00 1.00 1.Do 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 Final Sat.: 1600 3200 1600 1600 3200. 1600 1600 3200 1600 1600 3200 1600 ------------ I --------- -----II--------------- 11--------------- II ---------------I Capacity Analysis Module: Vol/Sat: 0.11 0.35 0.06 0.09 0.40 0.16 0.14 0.29 0.24 0.02 0.10. 0.02 Ov1AdjV/S: 0.13 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:.10 Page 15-1 Vernon Genera]. Plan Circulation Element Update Existing 'Morning Peak Hour ________________________________________________________________________________ Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection f14 Downey Road '(NS) at Bandini Boulevard (EW) - 924 Cycle (sec): 100 Critical-Vol./Cap.(X): 0.902 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Street Name: Downey Road Bandini Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L- T - R L - T - R L- T - R ------------ --------------- __--__ Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: - 1 0 2 0' 1 1 0 2 0 1 1 0 2 0 1 2 0 1 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 50 846 109 51 481 173 50 258 45 167 740 -141 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 67 1125 145 68 640 230 67 343 60 222 984 ISO Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 67 1125 145 68 640 230 67 343 60 .222 984 188 User Adj: 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 67 1125 145 68 640 230 67 343 60 222 984 188 'Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 67, 1225 145 68 640 230 67 343 60 222 964 188 PCE Adj: - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3..00 1.00 1.00 1.00 1.00 FinalVolume: 67 1125 145 68 640 230 67 343 60 222 989 188 ------------ I--------------- 11--------------- 11--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600. 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 2.00 1.00 2.00 1.68 0.32 .Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3200 1600 2880 2688 512 ------------I---------------Il----------:----11------------ =--II---------------I Capacity Analysis Module: Vol/Sat: 0.04 0.35 0.09 0.04 0.20 0.14 0.04 0.11 0.04 0.08 0.37. 0.37 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to XUNZMAN ASSOC, ORANGE CA. Default Scenario Mon Dec 10, 2012 10:98:30 Page 15-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour ------------------------------------------------------------ Level Of Service Computation Report ICU Moss as Cycle Length 6) Method (Future Volume Alternative) Intersection 114 Downey Road (NS) at Bandini Boulevard (EW) - #14 Cycle (sec): 100 Critical Vol./Cap.(X): 0.942 Loss Time (sec): 10-(Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Street Name: Downey Road Bandini Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L - T - R L - T - R L - T R __________ - Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. .Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 2 0 1 . 2 0 1 1 0 ------------ I--------------- II--------------- II--------------- 11---------------I Volume Module: Base Vol: 50 843 204 199 1022 81 15D 611 205 156 291 82 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 67 1121 272 265 1359 108 200 813 273 207 387 109 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 67 1121 271 265 1359 108 200 813 273 207 387 109 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 67 1121 271 265 1359 108 200 813 273 207 387 109 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 67 1121 271 265 1359 108 200 B13 273 207 387 109 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 3.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 FinalVolume: 67 1121 271 265 1359 108 200 813 273 207 387 109 ------------ I --------------- II --------------- II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 -1.00 2.00 1.00 2.00 1.56 0.99 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 3200 1600 2880 2497 703 ------------ I---------------II---------------II---------------II--------------- Capacity Analysis Module: - Vol/Sat: 0.04 0.35 0.17 0.17 0.42 0.07 0.12 0.25 0.17 0.07 0:16 0.16 Crit Moves: Traffix 7.9,0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 . Page 16-1 Vernon General Plan Circulation Element.Update Existing Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) '.Intersection #15 Downey Road (NS) at Slauson Avenue (EW) - 115 Cycle (sec): 100 Critical Vol./Cap.(X): 0.974 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): - xxxxxx Optimal Cycle: 100 Level Of Service: E Street Name: Downey Road Slauson Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ --------------- 11--------------- II--------------- 11---------------I Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include. Include Min. Green: 0. 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 1 0 0 1 0 1 0 ------------ I---------------II---------------II---------------II---------------I volume Module: Base Vol: 6 20 8 231 42 93 101 703 20 1 1134 455 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse:. 11 27 11 174 56 124 134 935 27 1 1508 605 Added Vol,: 0 0 0 0 0 0. 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 11 27 11 174 56 124 134 935 27 1 1508 605 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 11 27 11 174 56 124 134 935 27 1 1508 605 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 11 27 11 174 56 124 134 935 27 1 1508 605 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.06 1.00 1.00 FinalVolume: 11 27 11 174 56 124 134 935 27 1150B 605 ------------I--------------- II---------------II---------------II---------------I Saturation Flow .Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 '1600 1600 1600 1600 1600 1600 Adjustment: 1.001.00 1.00 1.00 1.00 1.00 1.00 1.o0 1.00 1.00 1.00 1.00 Lanes: - 1.00 1.00 1.00 1.00 0.31 0.69 1.00 1.94 0.06 0.00 1.43 0.57 Final Sat.: 2600 1600 1600 1600 498 1102 1600 3111 89 2 2282 916 ------------ I --------=------ II --------------- II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0..01 0.11 0.11 0.11 0.08 0.30 0.30 0.00 0.66 0.66 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to EUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 16-1 Vernon General Plan. Circulation Element Update Existing _ Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume. Alternative) Intersection #15 Downey Road (NS) at Slauson Avenue (EW) - #15 **#*****##}h*#****#}*##}****#*#####**#***h#*AAA h##*#A}*#*#***#*#**#*#***##**#h** Cycle (sec): 100 Critical Vol./Cap.(X): 0.970 Loss Time (sec): 30 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: E Street Name: Downey Road - Slauson Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II--------------- 11---------------I Control: Split Phase Split Phase Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 0 1 1 0 0 1 0 1 0 1 1 0 0 1 0 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 18 29 45 398 25 156 112 1068 4 -1 829 153 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 24 39 60 529 33 210 149 1420 5 1 1103 203 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 -- PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 39 60 529 33 210 149 1420 5 1 1103- 203 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHFAdj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 24 39 60 529 33 210 149 1420 5 1 1103 203 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0. Reduced Vol: 24 39 60 529 33 210 149 1420 5 1 1103 203 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 24 39 60 529 33 210 149 1420 5 1 1203 - 203 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 2600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00' Lanes: 1.00 1.00 1.00 1.00 0.14 0.86 1.001.99 0.01 0.00 1.69 0.31 Final Sat.: 1600 1600 1600 1600 219 1381 1600 3188 12 3 2699 498 ------------ I---------------II---------------II--- ----`--II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.04 0.33 0.15 0.15 0.09 0.45 0.45 0.00 0.41 0.41 Crit Moves: **** ***+ **** #*** Traffix 7.9,0215 (c) 2008 Dowling Assoc. Licensed to XUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:10 Page 17-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection 816 Atlantic Boulevard (NS) at Bandini Boulevard (EW) - 116 Cycle (sec): 100 Critical Vol./Cap.(X): 1.543 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Atlantic Boulevard Bandini Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L- T - R L - T - R --------------------------- II --------------- II --------------- II ---------------I Control: Protected Protected Split Phase Split Phase Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1. - 1 0 3 1 1 1 1 1 1 0 1 0 1 0 2 ---------------------------II---------------II---------------II---------------I Volume Module: Base Vol: 93 661 1149 22 622 717 178 519 139 200 236 170 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 Initial Bse: 124 879 1528 29 827 954 237 690 185 266 314 226 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 -PasserByVol: 0 0 -0 0 0 0 0 0 0 0 0 0 Initial Fut: 124 879 1528 29 827 954 237 690 185 266 314 226 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 124 879 1528 29 827 0 237 690 185 266 314 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 124 879 1528 29 627 0 237 690 165 266 314 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 124 879 1528 29 827 0 237 690 185 266 314 0 --------------------------- II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: -1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 4.00 1.00 1.00 4.00 1.00 1.00 2.58 0.42 1.00 1.00 2.00 Final Sat.: 1600 6400 1600 1600 6400 1600 1600 4124 676 1600 1600 3200 ------------ I --------------- II --------------- II--=------------II---------------I Capacity Analysis Module: .Vol/Sat: 0.08 0.14 0.96 0.02 0.13 0.00 0.15 0.17 0.27 0.17 0.20 0.00 Crit Moves: **** #*** *•#+ ***} Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 Page 17-1 Vernon General Plan Circulation Element Update , Existing Evening Peak Hour ------------------------ `------------_------------------------------------------ .. -Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection 116 Atlantic Boulevard (NS) at Bandini Boulevard (EW) - #16 Cycle (sec): 100 Critical Vol./Cap.(X): 1.433 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F- Street Name: Atlantic Boulevard Bandini Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T- R L, - T - R L - T- R L - T - R ------------1--------------- II --------------- II --------------- II ---------------I Control: Protected Protected Split Phase Split Phase Rights: Include Ignore. - Include ' Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 4 0 1 1 0 3 1 1 1 1 1 1 0 1 0 1 0 2 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 53 710 798 34 1025 260 449 582 404 279 152 476 Growth Adj: 1.33 1.33 .1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 InitialBse: 70 944 1061 45 1363 346 597 774 537 371 202 633 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 'PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 70 944 1061 45 1363 346 597 774 537 371 202 633 User Adj: 1.00 1.00. 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 70 944 1061 -45 1363 0 597 774 537 371 202 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 70 944 1061 45 1363 0 597 774 537 371 202 0 PCE Adj:' 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 2.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 70 944 1061 45 1363 0 597 774 537 371 202 0 ------------ I---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 16001600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 4.00 1.00 1.00 4.00 1.00 1.31 1.87 0.82 1.00 1.00 2.00 Final Sat.: 1600 6400 1600 1600 6400 1600 2090 2998 1311 1600 1600 3200 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.04 0.15 0.66 0.03 0.21 0.00 0.29 0.26 .0.41 0.23 0.13 0.00 Crit Moves: *+*# *#** #+* ###* Traffix 7.9.0215 (c) 2008. Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 20:40:10 - Page,1B-1 Vernon General Plan Circulation Element Update Existing Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Lossas Cycle Length B) Method (Future Volume Alternative) Intersection #17 Atlantic Boulevard (NS) at District Boulevard (EW) - N17 Cycle (sec): 100 Critical Vol./Cap.($): 0.858 Loss Time (sec):. 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: D Street Name: Atlantic Boulevard District Boulevard Approach: North Bound South Bound East Bound West Bound 'Movement: L - T - R L- T - R L - T - R L - T - R ------------ I --------------- II---------------II---------------II---------------I Control: Prot+permit Prot+Permit - Split Phase Split Phase Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 .0 0 0 0 Lanes: 1 0 2. 1 0 1 0 3 0 1 2 0 1. 0 1 0 1 1 0 1 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 279 1132 9 122 670 934 510 62 32 3 249 99 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 .Initial Bee: 371 1506 5 162 891 1242 678 82 93 9 331 125 Added Vol: 0 0 0 0 0 0 0 0 0 0- 0 0 PasserByVol: 0 0 0 0. 0 0 0 0 0 0 0 0 Initial Fut: 371 1506 5 162 891 1242 67B 82 93 9 331 125 User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 -PHF Volume: 371 1506 5 162 891 0 678 82 93 '9 331 0 Reduct Vol: 0 0 0- 0 0 0 0 0 0 0 0 0 Reduced Vol: 371 1506 5 162 891 0 678 82 93 9 331 0 PCE Adj: 1.00 1.00 ]..00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 'Finalvolume: 371 1506 .5 162 891 0 -678 82 - 93 9 331 0 ------------ I--------------- II--------------- 11--------------- II ---------------I Saturation Flow Module: - Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.06 1.00 0.90 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.99 0.01 1.00 3.00 1.00 2.00 1.00 1.00 0.02 1.98 2.00 Final Sat.: 1600 4783 17 1600 4800 1600 2880 1600 1600 38 3162 1600 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.23 0.31 0.31 0.10 0.19 0.00 0.24 0.05 0.03 0.10 0.10 0.00- Crit Moves: **** **** **** +*!* TraE£ix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:30 - Page 10-1 Vernon General Plan Circulation Element Update Existing Evening Peak Hour ----------------------------------- -------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 917 Atlantic Boulevard (NS) at District Boulevard (EW) Cycle (sec): 100 Critical Vol./Cap.(X): 0.975 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: - E Street Name: Atlantic Boulevard District Boulevard Approach: North Bound South Bound East. Bound West Bound Movement: L- T - R L - T - R L- �T - R L - T - R ------------I--------------- II ---------------II--------------- II ---------------I Control: Prot+Permit Prot+permit Split Phase Split Phase .Rights: Include Ignore Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 1 0 1 0 3 0 1 2 0 1. 0 1 0 1 1 0 1 ------------ I--------------- II--------------- II--------------- II ---------------I Volume Module: Base Vol: 71 717 4 84 1158 351 1025 259 218 4 49 90 Growth Adj: 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.33 .Initial Bse: 94 954 5. 112 1540 467 1363 344 290 5 65 120 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial rut: 94 954 5 112 1540 467 1363 344 290 5 65 120 'User Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume:- 94 954 5 112 1540 0 1363 344 290 - 5 65 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 94 954 5 112 1540 0 1363 344 290 5 65 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj.: 1.00 1.00 1.00 1.00 2.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 94 954 5 112 1540 0 1363 344 290 5 65 0 ------------ --------------- 11--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600. 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1:00 1.00 0.90 1.00 1.00 1.00.1.00 1..00 Lanes: 1.00 2.98 0.02 1.00 3.00 1.00 2.00 1.00 1.00 6.15 1.85 1.00 Final Sat.: 1600 4773 27 1600 4800. 1600 2880 1600 1600 242 2958 1600 I--------------- 11--------------- II--------------- I I ---------------I Capacity Analysis Module: Vol/Sat: 0.06 0.20 0.20 0.07 0.32 0.00 0.47 0.22 0.18 0.02, 0.02 0.00 Crit Moves: Traffix.7.9.0215 (c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Current General Plan Year 2035 Default Scenario Mon Dec 10, 2012 10:4B:45 Page 2-1 Vernon General Plan Circulation Element Update. Current General Plan Year 2035 Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) xxx+x+#x+xwxrtxwxxwxwwxwxxxxw+,iwwartartwwxwrt*wx+xx+xxwwwwxkxww+wxwrtxxwwwnxex+wrta#rtx Intersection 11 Alameda Street (NS) at Vernon Avenue - West (EW) - Ila wrtw+rtx#xxaw#aawrtxxx+wart#ww+#wrt#rtwwawxwwrtxxrt#xx+xxxxxa#wxxxxrtw+xxwx+wwxwrtwxww+awx .Cycle (sec): 100 Critical Vol./Cap.(X): 1.617 _ Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F ++x+x#+rt++w#rta+xx#wwx+++xx+#xw+rtxaxwww#xxw+rtx+x+wrt+xx##wrtxxxxxwxxrtx+xrt#xxx+axxaw Street Name:_ Alameda. Street (West) Vernon Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T- R L - T - R L - T - R L - T - R ------------ --------------- II ---------------- II --------------- II------------- --I Control: Permitted Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 -0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 1 0 0 1 0 1 0 =----------- I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 53 1279 42 100 984 52 119 640 47 85 605 241 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 79 1906 63 149 1466 77 177 954 70 127 901 359 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 79 1906 63 149 1466 77 177 954 70 127 901 .359 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 79 1906 63 149 1466 77 177 954 70 127 901 359 Reduct Vol: 0 0. 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 1906 63 149 1466 77 177 954 -70 127 901 359 PCE Adj: 1.00 1.00 1.00 1.00 1.00 .1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 79 1906 63 149 1466 77 177 954 70 127 901 359 ---------------------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.o0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.94 0.06 1.00 1.90 0.10 0.30 1.59 0.12 0.18 2.30 0.52 Final Sat.: 1600 3098 102 1600 3039 161 472 2541 187 292 2079 828 ------------ I --------------- 11--------------- II--------------- II ---------------I Capacity Analysis Module: Vol/Sat: 0.05 0.62 0.62. 0.09 0.48 0.48 0.38 0.38 0.38 0.43 0.43 0.43 Crit Moves: xx+x+xx+x+xxx rtxwww+w+xxawww#x#x++x+w#rtxwwxxwxxx##xrtwx#+xxxwxxx+rtx+rtxxx+x+xxi.x rtrt+ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:56 Page 2-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) www*www+*x*wi*+*****r.*xx*ww+i****xxi+iw**wxw xix xxwwx+ww+***xxw*xx*xx+***+x*wx*** Intersection #1 Alameda Street MS) at Vernon Avenue - West (EW) - Xla Cycle (sec): 100 Critical Vol./Cap.(X): 1.671 Loss Time (sec): 10 (Y+R-0.0 sec)- Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Alameda Street (West) Vernon Avenue Approach: North Bound South Bound East. Bound West Bound Movement: L- T - R L - T - R L- T - R L - T - R ------------ I --------------- 11--------------- II--------------- II ---------------I Control: Permitted Permitted Split Phase. Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 1 0 0 1 0 1 0 ------------ I---------------II---------------II---------------II------------_--I Volume Module: Base Vol: - 50 1063 59 119 1008 74 201 639 93 128 718 235 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 75 1504 88 177 1502 110 299 952 13.9 191 1070 350 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 75 1584 88 177 1502 110 299 952 139 191 1070 350 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00- PHFAdj: 1.00 1.00 1.00' 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 75 1584 88 177 1502 110 299 952 139 191 1070 350 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 75 1584 88 177 1502 110 299 952 139 191 1070 350 PCE Adj: 1.00 1.00 1.00 1600 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 75 1584 88 177 1502 110 299 952 139 191 1070 350 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes:. 1.00 1.89 0.11 1.00 1.86 0.14 0.43 1.37 0.20 6.24 1.33 0.43 Final Sat.: 1600 3032 160 1600 2981 219 689 2192 319 379 2125 696 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.05 0.52 0.52 0.11 0.50 0.50 0.43 0.43 0.43 0.50 0.50 0.50 Crit Moves: **** **** **** *+** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:46 Page 19-1 Vernon. General Plan Circulation Element Update Current General Plan Year2035 Morning Peak Hour ------------------------------------------------------------ Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) *#fi***#*#KK*#*#X#*******##*Xh*#K**#**k***##*******i*hX*#***K*XXM**#KK****##♦#*** Intersection #101 Alameda Street (NS) at Vernon Avenue - East (EW) - ilb Cycle (sec): 100 Critical Vol./Cap.(X): _ 1.217 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Alameda Street (East) Vernon Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------I--------------- II ---------------II--------------- II ---------------I Control: Permitted Permitted Split Phase Split Phase Rights: Include include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 .0 1! 0 0 0 0 1! 0 0 0 1 0 1 0 0 1 1 0 .1 ------------ 1--------------- II--------------- II--------------- II ---------------I Volume Module: Base Vol: 28 202 -60 68 141 11 44 630 108 9 892 79 Growth Adj: 1.49 1.49 1.49 -1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 42 301 89 101 210 16 66 939 161 13 1329 118 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0. 0 0 0 0 Initial Fut: 42 301 89 101 210 16 66 939 161 13 1329 118 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 PHF Volume: 42 301 89 101 23.0 16 66 939 161 13 1329 118 Reduct Vol: 0 0 0 0 0 0 0 0 - 0 •0 0 0 Reduced Vol: - 42 301 89 101 210 16 66 939 161 13 1329 118 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 301 89 101 210 16 66 939 161 13 1329 118 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 -1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.0o 1.00 1.00 1.00 1.00 1.00 Lanes: 0.10 0.70 0.21 0.31 0.64 0.05 0.11 1.61 0.28 0.02 1.98 1.00 Final Sat.: 154 1114 331 495 1025 80 280 2578 .442 32 3168 1600 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.03 0.27 0.27 0.06 0.20 0.20 0.36 0.36 0.36 0.42 0.42 0.07 CritMoves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:57 Page 19-1 -------------------------------------------------------------------------------- Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour ----------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection il01 Alameda Street (NS) at Vernon Avenue - East (EW) - )Ilb Cycle (sec): 100 - Critical Vol./Cap.(X): 1.317- Loss Time (sec): 10 (Y+R-0.0.sec) Average Delay (sec/veh): xxxxxx - Optimal Cycle: 100 Level Of Service:- F Street Name: Alameda Street (East) Vernon Avenue Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L - T - R L - T -- R L - T - R ------------ I --------------- II--_------------II---------------II---------------I Control: Permitted Permitted Split Phase - Split Phase Rights: Include Include Include Include Mina Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 1 0 1 0 0 1 1 0 1 ------------ 1--------------- II--------------- II--------------- II ---------------I Volume Module: - - Base Vol: 15. 244 46 65 161 10 30 762 25 1 1056 45 Growth Adj: 1.49 1.49 1.49 1.491.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 22 364 69 97 240 15 45 1135 37 1 1573 67 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 22 364 69 97 240 15 45 1135 37 1.1573 67 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.001.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 22 364 69 97 240 15 45 2135 37 1 1573 67 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 22 36469 97 240 15 45 1135 37 1 1573 67 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 FinalVolume: 22 '364 69 97 240 15 45 1135 37 1 1573 67 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 '1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 '1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.05 0.60 0.15 0.28 0.68 0.04 0.07 2.87 0.06 0.00 2.00 1.00 Final Sat.! 79 1280 241 - 441 1092 60 118 2985 98 3 3197 1600 - -----------I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.28 0.28 0.06 0.22 0.22 0.38 0.38 0.38 0.49 0.49 0.04 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:45 Page 3-1 -------------------------------------------------------------------------------- Vernon General Plan Circulation Element Update Current General Plan Year 2035 Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection 92 Alameda Street (NS) at 55th Street - West (EW) - 92a Cycle (sec): 100 Critical Vol./Cap.(X): 1.482 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Alameda Street (West) 55th Street Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L - T - R L - T - R L T - R --------_--- I --------------- II ---------------II--------------- II ---------------I Control: Permitted Permitted Split Phase. Split Phase Rights: Include Include Include - Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 0 1 0 0 1! 0 0 ------------ I --------------- II--------------- II--------------- 11---------------I volume Module: Base Vol,• 36 1315 38 00 660 90 119 362 27 11 171 65 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 54 1959 57 119 983 134 177 539 40 16 255 97 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 D 0 0 Initial Put: 54 1959 57 119 983 134 177 539 40 16 255 97 User Adj: 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.001.00 1.00 1.00 1.00 1.00 PHF Volume: 54 1959 57 119 983 134 177 539 40 16 255 97 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 'Reduced Vol: 54 1959 .57 119 963 134 177 539 40 16 255 97 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 54 1959 57 119 983 134 177 539 40 16 255 97 ------------ --------------- II--------------- II--------------- II---------------1 Saturation Flow Module: Sat/Lane: 2600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.o0 1.00 1.00 1.00 1.00 Lanes: 1.00 1.94 0.06 1.00 1.76 0.24 0.25 0.75 1.00 0.04 0.69 0.26 Final Sat.: 1600 3110 90 1600 2616 384 396 1204 1600 71 1106 421 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.03 0.63 0.63 0.07 0.35 0.35 0.45 0.45 0.03 0.23 0.23 0.23 Crit Moves: **** **x* **** xw** Tra£fix 7.9..0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default, Scenario Mon Dec 10, 2012 10:48:56 Page 3-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour ----------------------------------------- -------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 6) Method (Future Volume. Alternative) Intersection 12 Alameda Street (NS) at 55th Street - West (EW) - 92a - Cycle (sec): 100 Critical Vol./Cap.(X): 1.692 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 - Level Of Service: F Street Name: Alameda Street (West) 55th Street Approach: North Bound South Bound East Bound West Bound Movement: L- T - R L - T - R L - T - R L - T - R ------------ I --------------- II --------------- II---------------II---------------I Control: Permitted Permitted SplitPhaseSplit Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 - - Lanes: 1 0 1. 1 0 1 0 1 1 0 0 1 0 0 1 0 0 1! 0 0 ------------ I --------------- II---------------II-----------=---II---------------I Volume Module: Base Vol: 32 957 16 82 1066 139 102 246 42 48 533 146 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 46 1426 24 122 1588 207 252 367 63 72 794 218 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 48 1426 24 122 1588 207 252 367 63 72 794 218 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.q 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 48 1426 24 122 1588 207 152 367 63 72- 794 218 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 48 1426 24 122 1588 207 152 367 63 72 794 218 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 48 1426 24 122 1588 207 152 367 63 72 794. 218 - ------------I---------------II--------------- II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.97 0.03 1.00 1.77 0.23 0.29 0.71 1.00 0.07 0.73 0.20 Final Sat.: 1600 3147 53 1600 2831 369 469 1131 1600 106 1173 321 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.03 0.45 0.45 O.OB 0.56 0.56 0.32 0.32 0.04 0.68 0.68 0.68 Crit Moves: **** #### **** #*** Traffix 7.9.0215 (c) 200B Dowling Assoc. Licensed to XUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:46 Page 20-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection #102 Alameda Street (NS) at 55th Street - East (EW) - #2b Cycle.(sec): 100 Critical Vol./Cap.(%): 0.811 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: - D Street Name: Alameda Street (East) 55th Street Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - -T - R L - T - R ------------ )--------------- II --------------- II--------------- 11---------------I Control: Permitted Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 -0 0 0 1! 0 0 0 1 0 0 1 ------------ I---------------II---------------II---------- ----II---------------I Volume Module; Base Vol: 8 54 14- 5 13 3B 199 257 24 2 201 13 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bee: 12 80 21 7 19 57 297 383 36 3 .299 19 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 12 BO 21 7 19 57 297 383 36 3 299 19 User Adj: 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 12 80 21 7 19 57 297 383 36 3 299 19 Reduct Vol: _ 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 12 80 21 7 19 57 297 383 36 3 299 19 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00 1.:00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 12 80 21 7 19 57 297 383 36 3 299 - 19 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: " Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 l.o0 1.00 1.00 1.00 1.00 Lanes: 0.11 0.71 0.18 0.09 0.23 0.68 0.41 0.54 0.05 0.01 0.99 1.00 Final Sat.: 168 1137 295 143 371 1086 663 657 80 16 1564 1600 ------------ I---------------II---------------II--------------`II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.07 0.07 0.00 0.05 0.05 0.45 0.45 D.45 0.19 0.19 0.01 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:57 Page 20-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour -------------------------------------------------------------------------------- Level Of. Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection N102 Alameda Street (NS) at55th Street - East (EW) - N2b Cycle (sec): 100- Critical Vol./Cap.(X): 1.153 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay y (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Alameda Street (East) 55th Street Approach: North Bound South Bound East Bound West Bound Movement: L -- T - R L - T - R L - T - R L - T - R ------------ I --------------- II ---------.----- II---------------II---------------I Control: Permitted Permitted Split Phase , Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 1 0 0 1 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 6 41 9 24 35 206 44 288 12 1 515 8 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 9 61 13 36 52 307 66 429 18 1 767 12 Added Vol: 0. 0 0 - 0 0 0 0 0 0 0 0 0 PasserByvol: 0 0. 0 0 0 0 0 0 0 0 0 0 Initial Fut: 9 61 13 36 52 307 66 429 18 1 767 12 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 9 61 13 36 52 307 66 429 18 1 767 12 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 61 13 36 52 307 66 429 18 1 767 12 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 9 61 13 36 52 307 66 429 18 1 767 12 ---------------------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.11 0.73 0.16 0.09 0.13 0.78 0.13 0.84 0.03 0.00 1.00 1.00 Final Sat.: 171 1171 257 145 211 1244 205 1340 56 3 1597 1600 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.05 0.05 0.02 0.25 0.25 0.32 0.32 0.32 0.48 0.48 0.01 Crit Moves: Traffix 7.9.0215.(c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:45 Page 4-1 Vernon General Plan Circulation Element Update Current General- Plan Year 2035 Morning Peak Hour - -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection,#3 Santa Fe Avenue (NS) at 25th Street (EW) - X3 Cycle (sec): 100 Critical Vol./Cap.(X'): 0.986 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: E _Street Name: Santa Fe Avenue 25th Street Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L- T - R _----------- I ---------------II--------------- II --------------- II ---------------I Control: Prot+Permit Prot+permit Prot+Permit Prot+Permit Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: - 1 0 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 0 1 0 ------------ I---------------II---------------II---------------II---------------I -Volume Module: Base Vol: 77 1177 113 77 1016 45 23 71 70 142 160 103' Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 115 1754 168 115 1514 67 34 106 104 212 238 153 Added Vol: 0 0 0 01 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 115 1754 168 115 1514 67 -34 106 104 212 238 153 User Adj: - 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 115 1754 0 115 1514 0 34 106 104 212 238 153 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 115 1754. 0 115 1514 0 34 106 104 212 238 153 PCE Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 115 1754 0 115 1514 0 34 106 104 212 238 153 ------------I---------------II--------------- II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1-.00 0.61 0.39 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1600 1600 1600 973 627 - ------------ 1--------------YII--------------- II --------------- II ---------------I Capacity Analysis Module: Vol/Sat: 0.07 0.55 0.00 0.07 0.47 0.00 0.02 0.07 0.07 0.13 0.24 0.24 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:56 - Page 4-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour -------------------------------------------_------------------------------------ Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) ###***rtwrt*w**w#**w#rt**+w#**w**+*rtw#wxa*#+#w«rt*«rt*«**x*•+*«}*+*#**w*}w****#«w+*#* Intersection R3 Santa Fe Avenue (NS) at 25th Street (EW) - 83 Cycle. (sec): 100 Critical Vol./Cap.(X): 1.124 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F *w**+++*###*##*##a***+#**aaa+a**xw*«*#*w#*#*#«##**+*#*#*#w#******w#*«w**«***#*** Street Name: Santa Fe Avenue 25th Street Approach: North Bound. South Bound -East Bound West Bound Movement: L - T - R L - T - R L- T - R L - T - R ------------I--------------- II--------------- II--------------- II ---------------I Control: Prot+Permit Prot+Permit Prot+Permit Prot+permit Rights: Ignore Ignore Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0- 2 0 1 1 0 2 0 1 1 0 1 0 1 1 0 0 1 0 ---------------------------II---------------II---------------II---------------I Volume Module: Base Vol: 80 1072 133 105 1108 21 253 244 �93 117 136 68 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 119 1597 198 156 1651 31 377 364 139 174 206 101 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByvol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 119 1597 19B 156 1651 31 377 364 139 174 206 101 User Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 119 1597 0 156 1651 0 377 364 139 174 206 101 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 119 1597 0 156 1651 0 377 .364 139 174 206 101 PCE Adj; 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 119 1597 0 156 1651 0 377 364 139 174 206 101 ------------ I--------------- II---------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 1.00 1.00 1.00 0.67 0.33 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1600 1600 1600 1072 528 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis. Module: Vol/Sat: 0.07 0.50 0.00 0.10 0.52 0.00 0.24 0.23 0.09 0.11 0.19 0.19 Crit Moves: «w** «*** **«* **«« Tra£fix 7.9.0215 (c) 2008 Dowling Assoc.. Licensed to KUNZMAN ASSOC, ORANGE CA, Default Scenario Mon Dec 10, 2012 10:48:45 Page 5-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length B) Method (Future Volume Alternative) Intersection #4 Santa Fe Avenue (NS) at 38th Street (EW) - #4 .Cycle (sec): 100 Critical Vol./Cap.(X):- 1.059 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Names Santa Fe Avenue 38thStreet Approach: North Bound South Bound East Bound west Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I' ---------------II--------------- II --------------- II ---------------I Control: Prot+Permit Prot+permit Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 1 0 0 1 0 0 0 0 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 102 1304 17B 94 967 151 28 167 61 0 0 0 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 152 1943 265 140 1441 225 42 249 91 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 152 1943 265 140 1441 225 42 249 91 0 0 0 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 152 1943 265 140 1441 225 42 249 91 0 0 0 Reduct Vol: OP. 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 152 1943 265 140 1441 225 42 249 91 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 152 1943 265 140 1441 225 42 249 91 0 0 0 ------- c---- I---------------II---------------II---------------II---------------I Saturation Flow Module: - Sat/Lane: 1600 1600 1600 1600 1600 1600 -1600 1600 1600 1600 1600 1600 Adjustment:_ 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.76 0.24 1.00 1.73 0.27 0.14 0.86 1.00 0.00 0.00 0.00. Final Sat.: 1600 2816 384 1600 2768 432 230 1370 1600 0 0 0 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.09 0.69- 0.69 0.09 0.52 0.52 0.03 0.18 0.06 0.00 0.00 0.00 Crit Moves: **** *}*+ *A** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to RUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:56 Page 5-1 Vernon General. Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour ________________________________________________________________________________ Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 84 Santa Fe Avenue (NS) at 38th Street (EW) - N4 Cycle (sec): 100 Critical Vol./Cap.(X): - 1.121 Loss Time (sec): 10 (Y+R-0.0 see) Average Delay (sec/veh):. xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Santa Fe Avenue 38th Street Approach: North'Bound South Bound East Bound West Bound Movement: L- R - R L - T - A L - T - R L - T - R ------------ ______________ --___I Control: Prot+Permit Prot# -Permit Permitted Permitted Rights: Include Include Include Include Min. Green: 0, 0 0 0 0 0 0 0 0 0 0 0 Lanes: _ 1 0 1 1 0 1 0 1 1 0 0 1 0 0. 1 0 0 0 0 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 95 978 219 151 1346 122 20 247 80 0 0 0 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 142 1457 326 225 2006 182 30 368 119 0 0 0 Added Vol: 0 0 0 -0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial. Fut: 142 1457 326 225 2006 182 30 368 119 0 0 0 User Adj: 1.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: _ 142 1457 326 225 2006 182 30 368 119 -0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 142 1457 326 225 2006 - 182 30 368 119 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 142 1457 326 225 2006 182 30 368 119 0 0 0 ------- - Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.63 0.37 1.00 1.83 0.17 0.07 0.93 1.00 0.00 0.00 0.00 Final Set.: 1600 2615 585 1600 2934 266 120 1480 1600 0 0 0 ------------ I --------------- II --------------- II---------------II---------------I Capacity Analysis Module: Vol/Sat:0.09 0.56 0.56 0.14 0.68 0.68 0.02 0.25 0.07 0.00 0.00 0.00 Crit Moves: **+* #*** «+*# Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:4B:45 Page 6-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 ,Morning. Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU1(Loss as Cycle Length B) Method (Future Volume Alternative) - Intersection 45 Santa Fe Avenue (NS) at Vernon Avenue (EW) - R5 #**X#**#*#*XKX*****##***#*#*#####*TT#X*X#*X*K***#***********N***XRX*#*****#***K* Cycle (sec): - 100 Critical Vol,/Cap.(X): 1.077 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: .Santa Fe Avenue Vernon Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T- R L - T - R L- T - R L - T - R ------------ I --------------- II---------------II---------------II---------------I Control: Prot+permit Prot+Permit Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 0 1! 0 0 0 1 0 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1517 109 79 962 4 2 10 3 142 4 138 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 3 2260 162 118 1433 6 3 15 4 212 6 206 Added Vol: 0 0 0 0 0 0 0 -0 0 0 0 0 PasserByVol: 0 0- 0 0 0 0 0 0 0 0 0 0 Initial Fut: 3 2260 162 118 1433 6 3 15 4 212 6 206 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 3 2260 162 118 1433 6 3 15 4 212 6 206 .Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 3 2260 162 118 1433 6 3 15 4 212 6 206 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 FinalVolume: 3 2260 162 118 1433 6 3 15 4 212 6 206 ------------ I--------------- 11------------- --11--------------- II------- ------- Saturation Flow Module: Sat/Lane: 1.600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0o 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.87 0.13 1.00 1.99 0.01 0.13 0.67 0.20 1.00 0.03 0.97 Final Sat.: 1600 2985 215 1600 3187 13 213 1067 320 1600 45 1555 ------------ I --------- ------ II --------------- 11--------------- II ---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.76 0.76 0.07 0.45. 0.45 0.00 0.01 0.01 0.13 0.13 0.13 Crit Moves: **** ***# **#* *#K* Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed toKUNZMAN ASSOC, ORANGE CA Default Scenario ,Mon Dec 10, 2012 10:48:56 Page 6-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour ------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection 95 Santa Fe Avenue (NS) at Vernon Avenue (EW) - HS Cycle (sec): 100 Critical Vol./Cap.(X): 1.022 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Santa Fe. Avenue Vernon Avenue Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I---------------II---------------II--------------- II ---------------I Control: Prot+Permit Prot+permit Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 0 0 1! 0 0 0 1 0 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 3 1199 108 122 1245 1 24 20 6 165 7 117 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 4 1787 161 182 1855 1 36 30 9 246 10 174 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0, PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Put: 4 1787 161 182 1855 1 36 30 9 246 10 174 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj; 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: - 4 1787 161 182 1855 1 36 30 9 246 10 174 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 4 1787 161 182 1855 1 36 30 9 246 10 174 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume:- 4 1787 161 182 1855 1 36 30 9 246 10 174 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600. 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.83 0.17 1.00 2.00 0.00 0.48 0.40 0.12 1.00 0.19 0.81 Final Sat.: 1600 2936 264 1600 3197 3 768 640 192 1600 304 1296 ------------ I---------------II---------------II------------- --II---------------I Capacity Analysis Module: Vol/Sat: .0.00 0.61 0.61 0.11 0.58 0.58 0.02 0.05 0.05 0.15 0.03 0.13 Crit Moves: Traf fix 7. 9.0215 (c) 2008:Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA- Default Scenario Mon Dec 10, 2012 10:4B:45 Page 7-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Morning Peak Hour ------------------------------------------------------------------------------- Level Of Service Computation Report ICU Moss as Cycle Length 8) Method (Future Volume Alternative) Intersection 116 Santa Fe Avenue (NS) at Vernon Avenue/Pacific Boulevard (EW) - H Cycle (sec): 100 - Critical Vol./Cap.(X): 1.017 Loss Time (sec).: 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Santa Fe Avenue Vernon Avenue/Pacific Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T R L - T - R L - T - R L - T - R ------------ I --------------- II ---------------II--------------- II ---------------I Control: Prot+Permit Protected Protected Prot+permit 'Rights: Include Include Include Include Min. Green: 0 0 - 0 0 0 0 0- 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 0 2 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 89 997 19 94 770 240 142 235 90 26 384 482 Growth Adj: 1.49 1.49 1.49 1.49 2.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 133 1486 28 140 1147 358 212 350 134 39 572 718 Added Vol: 0 0 0 0 0 0 0 0 0- 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 ,Initial Put: 133 1486 28 140 1147 358 212 350 134 39 572 718 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1..00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 133 1486 28 140 1147 358 212 350 134 39 572 718 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 133 1486 28 140 1147 358 212 350 134 39 572 718 PCE Adj: 1..00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 133 1486 28 140 1147 358 212 350 134 39 572 718 ----------------------`----II---------------II---------------II---------------I Saturation Flow Module: - Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 -1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.96 0.04 1.00 1.52 0.48 1.00 2.17 0.83 1.00 2.00 2.00 Final Sat.: 1600 3140 60 1600 2440 760 1600 3471 1329 1600 3200 3200 ------------ ---------------11--------------- II--------------- II------ - -------- Capacity Analysis Module: Vol/Sat: 0.08 0.47 0.47 0.09 0.47 0.47 0.13 0.10 0.10 0.02 0.18 0.22 Crit Moves: **** **** ##** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:56 Page 7-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 96 Santa Fe Avenue (NS) at Vernon Avenue/Pacific Boulevard (EW) - 8 Cycle (sec): 100 Critical Vol./Cap.(X): 1.061 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh)-: xxxxxx Optimal. Cycle: 100 Level Of Service: F Street Name: Santa Fe Avenue Vernon Avenue/Pacific Boulevard Approach: North Bound South Bound East Bound West. Bound Movement: L - T - R L- T - R L - T - R L - T - R ----------_- I --------------- II---------------II---------------II---------------I Control: Prot+permit Protected Protected Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 0 2 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 100 863 26 170 1083 155 170 358 64 30 285 267 Growth Adj: 1.49 1..49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 149 1286 39 253 1614 231 253 533 95 45 425 398 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial rut: 149 1286 39 253 1614 231 253 533 95 45 425 398 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 149 1286 39 253 1614 231 253 533 95 45 425 398 'Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 149 1286 39 253 1614 231 253 533 95 45 425 .398 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 149 1286 39 253 1614 231 253 533 95 45 425 398' ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600.1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.94 0.06 1.00 1.75 0.25 1.00 2.55 0.46 1.00 2.00 2.00 ,Final Sat.: 1600 3106 94 1600 2799 401 1600 4072 728 1600 3200 3200 ------------ I---------------II---------------II---------------II'--------------I Capacity Analysis Module: Vol/Sat: 0.09 0.41 0.41 0.16 0.58 0.58 0.16 0.13 0.13 0.03 0.13 0.12 Crit Moves: Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:45 Page 8-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Morning Peak Hour ------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length B) Method (Future Volume Alternative) Intersection V Soto Street (NS) at 26th Street (EW) - N7 Cycle (sec): 100 Critical Vol./Cap.(X): 1.11E Loss Time (sec): 10 (Y+R-0.0-sec) Average,Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Soto Street 26th Street Approach: North Bound South Bound East Bound West Bound Movement: L T - R L - T - R L- T - R L - T - R -----..------ I --------------- II --------------- II---------------II---------------I Control: Prot+Permit Prot+Permit Prot+Permit Prot+permit Rights:. Ignore Include Include Include Min. Green: 0' 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 -1 0 2 0 1 1 0 0 1 0 1 0 0 1 0 ------------ 1--------------- II--------------- II --------------- II ---------------I Volume Module: - Base Vol: 121 1203 56 117 1069 104 39 92 43 27 240 96 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 180 1792 83 174 1593 155, 58 137 64 40 358 143 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 180 1792 83 174 1593 155 58 137 64 40 358 143 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 2.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF .volume: 180 1792 0 174 1593 155 58 137 64 40 358 243 Reduct Vol: 0 0 0 0 0 0 0 0 0. 0 0 0 Reduced Vol: 180 1792 0 174 1593 155 58 137 64 40 358 143 PCE Adj:. 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1-.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 180 1792 0 174 1593 155 58 137 64 40 358 143 ---------------------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane:. 1600 16DO 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1,00 0.68 0.32 1.00 0.71 0.29 Final Sat.: 1600 3200 1600 1600 3200 1600 1600 1090 510 1600 1143 457 ------------ I---------------II---------------II------------ `--II---------------I Capacity Analysis Module: Vol/Sat: 0.11.0.56 0.00 0.11 0.50 0.10 0.04 0.13 0.13 0.03 0.31 0.31 Crit-Moves: Traffix 7.9.0215 (c) 200B Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:56 Page 8-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour ------------------------------------------------------------------------------ Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection fl7 Soto Street (NS) at 26th Street (EW) - 117 Cycle (sec): - IOD Critical Vol./Cap.(X): 1.311 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: Soto Street 26th Street Approach: North Bound South Bound East Bound West Bound Movement: L T - R L - T - R L - T - R L - T - R ------------ I ---------- ----- II --------------- II---------------II--------------- Control: Prot+permit Prot+permit Prot+Permit Prot+Permit Rights: Ignore Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 2 0 1 1 0 2 0 1 1 0 0 1 0 1 0 0 1 0 ------------ I ---------------II---------- ---- II--------------- II ---------------I Volume Module: Base Vol: 59 1178 46 225 1407 51 97 385 65 36 112 149 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 .1.49 1.49 1.49 Initial Bse: 08 1755 69 335 2096 76 145 574 97 54 167 222 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 D .0 0 0 0 0 0 0 0 0 0 Initial Fut: 88 1755 69 335 2096 76 145 574 97 54 167 222 User Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00.1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 88 1755 0 335 2096 76 145 574 97 54 167 222 Reduct'Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 88 1755 0 335 2096 76 145 574 97 54 167 222 PCE Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 MIFF Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 88 1755 0 335 2096 76 145 574 97 54 167 222 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation. Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 2600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1..00 1.00 2.00 1.00 1.00 0.86 0.14 1.00 0.43 0.57 Final Sat.: -1600. 3200 1600 1600 3200 1600 1600 1369 231 1600 687 913 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: .. Vol/Sat: 0.05 0.55 0.00 0.21 0.66 0.05 0.09 0.42. 0.42 0.03 0.24 0.24 Crit Moves: Traffix 7..9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 201210:48:45 - Page 9-1 ----------------------------------------------------------------------------- Vernon General Plan Circulation Element Update Current General Plan Year 2035 Morning Peak Hour ------------------------------------------------------------------------------ Level Of Service Computation Report ICU .I(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 18 Soto Street (NS) at Bandini Boulevard (EW) - #8 Cycle (sec): 100 . Critical Vol./Cap.(X): 1.053 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F Street Name: - Soto Street Bandini Boulevard .Approach: North Bound South Bound East Bound West Bound Movement: L - T R L - T - R L - T - R L - T R ------------I---------------II--------------- II---------------II---------------I Control: Protected Prot+permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 1 0 1 0 -2 1 0 ---------------------------II---------------II---------------II---------------I Volume Module: Base Vol: 1 69 1166 84 56 966 127 102 303 59 165 619 103 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49.1.49 1.49 1.49 1.49 1.49 Initial Bse: 103 1737 125 83 1439 189 152 451 68 246 922 153 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 '0 0 0 0 0 0 0 0 Initial rut: 103 1737 125 83 1439 189 152 451 88 246 922 153 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 103 1737 125 83 1439 189 152 451 8B 246 922 153 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 103 1737 125 83 1439 189 152 451 .88 246 922 153 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 103 1737 125 83 1439 189 152 451 88 246 922 153 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 2600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 Lanes: 1.00 1.87 0.13 2.00 1.77 0:23 1.00 2.51 0.49 1.00 2.57 0.43 Final Sat.: 1600 2985 215 1600 2B28 372 1600 4018 782 1600 4115 685 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.06 0.58 0.58 0.05 0.51 0.51 0.09 0.11 0.11 0.15 0.22 0.22 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:57 Page 971 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) Intersection A8 Soto Street (NS) at Bandini Boulevard (EW) - 98 Cycle (sec): 100 Critical Vol./Cap.(X): 1.111 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay .(sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F #****ww*ww##w***w*#*#www*w*#+*w***ww*#*****#*****w***#**w**#w*#*********rt*#***** Street Name: Soto Street Bandini Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T R L - T - R L - T - R Control: Protected Prot+permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0- 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 2 1 0 1 0 2 1 0 ------------ I -------------- II--------------- II--------------- II ---------------I Volume Module: Base Vol: 39 1033 130 116 1348 75 170 574 60 124 377 62 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 -1.49 1.49 1.49 Initial Bse:- 58 1539 194 173 2009 112 253 855 89 1B5 562 - 92 Added Vol: 0 0 -0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 58 1539 194 173 2009 112 253 855 89 1B5 562 92 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 58 1539 194 173 2009 112 253 855 89 1B5 562 92 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 1539 194 173 2009 112 253 855 89 1B5 562 92 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1..00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 58 1539 194 173 2009 112 253 855 69 1B5 562 92 ---------------------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1.600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.78 0.22 1.00 1.89 0.11 1.00 2.72 0.28 1.00 2.58 0.42 Final Sat.: 1600 2842 358 1600 3031 169 1600. 4346 454 1600 4122 678 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.04 0.54 0.54 0.11 0.66 0.66 0.16 0.20 0.20 0.12 0.14 0.14 Crit Moves: **** **** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to NUNZMAN ASSOC, ORANGE CA Default Scenario - Mon Dec 10, 2012 10:48:45 - Page 10-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Morning Peak Hour ----------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection A9 Soto Street (NS) at Vernon Avenue (EW) - 89 Cycle (sec): 100 - - Critical Vol./Cap.(X): 0.953 .Loss Time (sec): 10 (Y+R=O.D sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: - E Street Name: Soto Street Vernon Avenuie Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I --------------- 11--------------- II--------------- II ---------------I Control: Prot+Permit Prot+Permit Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0- 0 0 0 0 0 0 0 0 0 0 Lanes: 1 0. 1 1 0 1 0 1 1 0 0 1 0 1 0 0 1 0 1 0 ------------ I --------------- II--------------- II--------------- II---------------1 Volume Module: Base Vol: 62 1028 20 63 699 112 53 83 39 9 168 241 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1..49 1.49 Initial Bse: 92 1532 30 94 1340 167 79 124 58 13 250 359 Added Vol: 0 0 0 0 0 0 - 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 92 1532 . 30 94 1340 167 79 124 56 13 250 359 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1..00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 -1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 92 1532 30 94 1340 167 79 124 58 13 250 359 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 92 1532 30 94 1340 167 79 124 58 13 250 359 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 92 1532 30 94 1340 167 79 124 58 13 250 359 ------------ I--------------- 11--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 .1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 Lanes: 1-.00 1.96 0.04 1.00 1.78 0.22 0.61 0.95 0.45 0.04 0.96 1.00 Final Sat.: 1600 3139 61 1600 2845 355 969 1518 713 69 1531 1600 ------------ I --------------- II--------------- II--------------- II---------------1 Capacity Analysis Module: Vol/Sat: 0.06 0.49 0.49 0.06 0.47 0.47 0.08 0.08 0.08 0.19 0.16 0.22 Crit Moves: **** ***• ****- #*** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:57 Page 10-1 I Vernon General Plan Circulation Element Update - Current General Plan Year 2035 Evening Peak Hour . --------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 99 Soto Street (NS) at Vernon Avenue (EW)-- 19 i -*w*xxx***x*+xxx***xx+***xxxxKxxx*x**x*#xxxx*****xKxxxx*Kx#x*+xKxxKx+xx+x*xxxKxxx Cycle (sec): 100 Critical Vol./Cap.(X): 1.050 i Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: F x#Kx***ww*#x#Kww###wx*w**x*KK*x*wxw#x**K*x##xxx**xKxxxx#xKK #.xxx#xxxxx*xx*xxKxxxx Street Name: .Soto Street Vernon Avenuie Approach: North Bound South Bound East Bound - West Bound Movement: L - T R L - T - R L - T - R L - T - R --------------------------- II ---------------II--------------- II ---------------I Control: Prot+permit. Prot+Permit Split Phase .Split Phase Rights: Include .Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Lanes:. 1 0 1 1 0 1 0 1 1 0 0 1 0 1 0 0 1 0 1 0 ------------I---------------II---------------II---------------II---------------I Volume Module: Base Vol: - 48 872 14- 141 1268 48 106 204 -76 22 98 121 .Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 72 1299 21 210 1889 72 158 304 113 33 146 180 Added Vol: 0 0 0 0 0 0 0 0 0 0 0. 0 PasserByVol: 0 0 0 0 0 -0 0 0 0 0 0 0 Initial Fut: 72 1299 21 210 1889 72 158 304 113 33 146 180 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 72 1299 21 210 1889 72 158 304 113 33 146 180 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 72 1299 21 210 1889 72 158 304 113 33 146 180 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 72 1299 21 220 1889 72 158 304 113 33 146 180 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Lanes: 1.00 1.97 0.03 1.00 1.93 0.07 0.55 1.06 0.39 0.18 0.82 1.00 Final Sat.: 1600 3149 51 1600 3083 117 879 1691 630 292 1308 1600 - ----=------ I --------------- II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: .0.04 0.41 0.41 0.13 0.61 0.61 0.18 0.18 0.18 0.11 0.11 0.11 Crit Moves: **** *x** KxKx x*++ Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 201210:48:45 Page 11-1 ---------------------------------------------------------------------------- Vernon General Plan Circulation Element Update Current General Plan Year 2035 Morning Peak Hour -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1(Loss as Cycle Length 8) Method (Future Volume Alternative) Intersection 110 Soto Street (NS) at Leonis Boulevard (EW) - flo i*WiiW*iWWWW**W*ixixiiWW*iiiiW*WW*xW#i**ixkW***i*i*ii*****iW*iWWWi*WWixiii****W* Cycle (sec): 100 Critical Vol./Cap.(X): 0.969 Loss Time (sec): 10 (Y+R=0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: - 100 Level Of Service:. E **iiii*W+WWW*WWi*W**iixxW*iWiiii***i*Wi i.i*ii***i**ii*i*iiii**W.W xixiixi*ii*iiixii Street Name: Soto Street Leonis Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L- T- R L - T - R L- T - R ------------ I --------------- II --------------- II --------------- 11---------------I Control: Prot+Permit Prot+permit - Prot+Permit Prot+Permit Rights: _ Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 D Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 Volume Module: Base Vol:- 41 880 46 81 635 62 76 212 21 B8 494 132 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 Initial Bse: 61 2311 69 121 946 92 113 316 31 131 736 197 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 -PasserByVol: 0 0 -0 0 0 0 0 0 0 0 0 0 Initial Fut: 61 1311 69 121 946 92 113 316 31 131 736 197 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00, 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 61 1311 69 121 946 92 113 316 31 131 736197 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 61 1311 69 121 946 92 113 316 31 131 736 197 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Finalvolume: 61 1311 69 121 946 92 113 316 31 131 736 197 ------------ I--------------- II--------------- II--------------- II ---------------I Saturation Flow Module: Sat/Lane: 16001600 1600 1600 1600 1600 1600 1600. 1600 1600 1600. 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: - 1.00 1.90 0.10 1.00 1.62 0.28 1.00 1.62 0.18 1.00 1.58 0.42 Final Sat.: 1600 3041 159 1600 2915 285 1600 2912 206 1600 2525 675 ------------ I---------------Il---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.04 0.43 0.43 0.08 0.32 0.32 0.07 0.11 0.11 0.09 0.29 0.29 Crit Moves: **** **** **** **** Traffix 7.9.0215(c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA Default Scenario Mon Dec 10, 2012 10:48:57 Page 11-1 Vernon General Plan Circulation Element Update Current General Plan Year 2035 Evening Peak Hour ------------------------------------------------------------------------------- Level Of Service Computation Report . ICU I(Loss as Cycle Length 4) Method (Future Volume Alternative) ###w#*****#**Kxx**+h*KKx**x+*#x+*x***##*t*#+*x**##+*+#x*#**#*#*+##+K**M+x*#**##x Intersection #10 Soto Street (NS) at Leonis Boulevard (EW) Cycle (sec): 100 Critical Vol./Cap.(X): -0.899 Loss Time (sec): 10 (Y+R-0.0 sec) Average Delay (sec/veh): xxxxxx Optimal Cycle: 100 Level Of Service: - D Street Name: Soto Street Leonis Boulevard Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ I ---------------II--------------- II---------------II---------------I Control: Prot+permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 . 0 0 0 0 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 1 0 1 1 0 ------------ I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 19 674 93 124 1069 59 84 384 43 62 2B1 98 Growth Adj: 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 1.49 InitialBse: 28 1004 139 185 1593 8B 125 572 . 64 92 419 146 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 -0 0 0 0 0 0 Initial Fut: 28 1004 139 185 1593 88 125 572 64 92 419 146 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume:. 28 1004 139- 1B5 1593 68 125 572 64 92 419 146 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 28 1004 139 185 1593 88 125 572 64 92 419 146 PCE Adj: 1.00 1100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj.: 1.00 1.00 1.00 1.00 1.00 1.00 1.00.1.00 1.00 1.00 1.00 1.00 FinalVolume: 28 1004 139 1851593 88 125 572 64 92 419 146 ------------I---------------II---------------II---------------II------- --------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .Lanes: 1.00 1.76 0.24 1.00 1.90 0.10 1.00 1.80 0.20 1.00 1.48 0.52 Final Sat.: 1600 2812 388 1600 3033 167 1600 2878 322 1600 2373 827 ------------ I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: - 0.02 0.36 0.36 0.12 0.53 0.53 0.08 0.20 0.20 0.06 0.18 0.18 Crit Moves: **** •*** **** **** Traffix 7.9.0215 (c) 2008 Dowling Assoc. Licensed to KUNZMAN ASSOC, ORANGE CA